EM-1110-3-142

7/28/2019 EM-1110-3-142

1/83

ENGNEERMANUAL EM1110-3-142Apr i l 1984

ENGNEERINGANDDESIGN

AIRFIELDRGDPAVEMENT

MOBILIZATIONCONSTRUCTION

DEPARTMENTOFTHEARMYCORPSOFENGNEERS

OFFICEOFTHECHEFOFENGNEERS

7/28/2019 EM-1110-3-142

2/83

DEPARTMENT OF THE ARMY EM1110-3-142U.S . Army Corps of Engi neersDAEN-ECE-G Washi ngton, D. C . 20314Engi neer ManualNo. 1110- . 3-142 9 Apri l 1984

Engi neeri ng and Desi gnAIRFI ELD RGD PAVEMENTMobi l i zati on Constructi on

1 . Purpose. Thi s manual provi des gui dance for the desi gn of Army ai rfi el dri gi d pavemnt at U. S . Armymobi l i zati on i nstal l ati ons .2 . Appl i cabi l i ty . Thi s manual i s appl i cabl e to al l f i el d operati ngacti vi ti es havingmobi l i zati on constructi on responsi bi l i ti es .3 . Dscussi on. Cri teri a and standards presented herei n appl y to constructi onconsi dered crucial to a mobi 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 mobi l i zati on faci l i ti es must be completed wthi n 180 daysf romthe date noti ce to proceed i s gi venwth the proj ected 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 . Time-consumngmethods 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 grademateri al s when the l essergrademateri al s would provi de sati sfactory servi ce and when use of hi ghergrademateri al s would extend constructi on time. Work i tem "not i mmedi atel ynecessary for the adequate functi oni ng of the faci l i ty shoul d be deferredunti l such time as they can be completed wthout del ayi ng the mobi l i zati onef fort .FOR THE COMMANDER

PAUL~VANAUGCol o l , Corps of Engi neersChi ef of Staff

7/28/2019 EM-1110-3-142

3/83

Engi neer ManualNo . 1110-3-142

DEPARTMENT OF THE ARMY EM1110-3-142U S . Army Corps of Engi neersWashington, D . C . 20314

9 Apri l 1984Engi neeri ng and Desi gnAIRFIELD RIGD PAVEMENTMobi l i zati on Constructi on

Paragraph PageCHAPTER 1 . INTRODUCTI ON

Purpose and scope . . . . . . . . . . . . . . 1-1 1-1General . . . . . . . . . . . . . . . . . . . . . . . . 1-2 1-1Def i ni ti ons and symbol s . . . . . . . . 1-3 1-1I nvesti gati ons prel imnary topavement desi gn . . . . . . . . . . . . . . 1-4 1-5Subgrade . . . . . . . . . . . . . . . . . . . . . . . 1-5 1-5Base courses . . . . . . . . . . . . . . . . . . . 1-6 1-7Membrane-encapsul ated soi ll ayer (MESL) . . . . . . . . . . . . . . . . . . 1-7 , 1-8Soi l stabi l i zati on ormodi f i cati on . . . . . . . . . . . . . . . . . . 1-8 1-9Eval uati on of foundati onsupport . . . . . . . . . . . . . . . . . . . . . . . 1-9 1-9Concrete . . . . . . . . . . . . . . . . . . . . . . . 1-10 1-10Econocrete . . . . . . . . . . . . . . . . . . . . . 1-11 1-14

CHAPTER 2 . J ONTED CONCRETE (JC) PAVEMENTDESIGNUses . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1 2-1Thi ckness design curves . . . . . . . . 2-2 2-1J oi nti ng . . . . . . . . . . . . . . . . . . . . . . 2-3 2-1Special j oi nts and j unctures . . . 2-4 2-20

CHAPTER 3 . J ONTED REINFORCED CONCRETE (J RC)PAVEMENT DESIGNUses . . . . . . . . . . . . . . . . . . . . . . . . . . 3-1 3-1Reduced thi ckness design . . . . . . . 3-2 3-1Reinforcement to control pave-ment cracking. . . . . . . . . . . . . . . . . 3-3 3-4J RC pavements i n frost areas . . . 3-4 3-6Reinforcement steel . . . . . . . . . . . . 3-5 3-7J oi nti ng . . . . . . . . . . . . . . . . . . . . . . 3-6 3-10

CHAPTER4. J ONTED FIBROUS CONCRETE (J FC)PAVEMENT DESIGNBasi s of desi gn . . . . . . . . . . . . . . . . 4-1 4-1

7/28/2019 EM-1110-3-142

4/83

CM 1 ' - - 142g Apr 04

CHAPTER 5 .

CHAPTER 6 .

APPENDX A . REFERENCES A-1LI ST OF FI GURES

Par agr aph

Fi gure l - l . Types of ri gi d pavement .l -2 . Approximate i nterrel ati onshi ps of soi l cl assi f i cati onand beari ng val ues .l -3 . Effect o base or no6baae thi ckness on modul us of soi l102- l .2- ; .2-3,2-4 . Pavement desi gn curves for shoul ders .

Uses . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-2 4"lMx proporti oni ngconsi derati ons . . . . . . . . . . . . . 4-3 4-1Thi ckness determnati on . . . . . . . 4-4 4-2Al l owabl e def l ecti on for J FCpavement . . . . , ^ . . . . , . . . . , . . . . . 4-5 4-2J oi ut6zg . . . . . , . ^ . , . . . . . ~ . . . , , 4-6 4~3OVERLAY PAVEMENT DESIGNGeneral . . . . . . . . . . . . . . . . . . . . . . . . 5-1 5"lSi te i nvesti gati ons . . . . . . . . . . . . 5-2 5-1Preparati on of exi sti ngpavement . . . . . , . . , . . . . . . . . " . . . 5-3 5- lCondi ti on of exi sti ng ri gi dPavement . . . . . . . . . . . . . . ^^~"^ 5-4 5~2R gi d overl ay of exi sti ng i gi dpavement . . . . . . . . . . . . . . . . . . . . . . 5-5 5-4R gi d overl ay of exi sti ng,f l exi bl e or exi sti ng composi tepavement . . . . . . , , . ^ . . . . . ^ . ^ . . , . 5~6 5~7Nonri gi d overl ay of exi sti ngri gi d pavement . . . . . . . . . . . . . . . . 5-7 5-7Overl ays i n f rost regi ons . . . . . . 5-8 5-9RIGD PAVEMENT I NLAY DESIGNGeneral . . . . . . . . . . . . . . . . . . . . . . . . 6-1 6-1R gi d i nl ays i n exi sti ngf l exi bl e pavement . . . . . . . . . . . . . 6"2 6-1R gi d i nl ays i n exi sti ngri gi d pavement . . . . . . . . . . . . . . . 6"3 6-3

reacti on .Composi te omdolua o moi l reacti on.J C pavement desi gn curves for Army ?l ass I pavements .J C pavement desi gn curves for Army C ass I I pavem8tt, .J C pavement desi gn curves for Army C ass I I I pavements, .

7/28/2019 EM-1110-3-142

5/83

LI ST OF TABLES

EM 1110-3-1429 Apr 84

Figure 2-5 . J C pavement desi gn curves for Ai r Force l i ght- l oadpavements .2-6 . J C pavement desi gn curves for Ai r Forcemedi uml oadpavements .' 2-7 . J C pavement desi gn curves for Ai r Force heavy- l oadpavements .2-8 . J C pavement desi gn curves for Ai r Force short fi el dpavements .2-9 . Contracti on j oi nts for J C pavements .2-10 . Constructi on j oi nts for J C pavements .2-11 . Expansi on j oi nts for J C pavements .2-12 Typi cal j oi nti ng.2-13 . Desi gn of ri gi d-f l exi bl e pavement j uncture.3-1 . J oi nted rei nforced concrete pavement desi gn .3-2 Typi cal l ayouts showng rei nforcement of odd-shapedslabs and msmatched j oi nts .3-3 . Rei nforcement steel detai l s .3-4 Contracti on j oi nts for JRC pavements .3-5 . Constructi on j oi nts for J RC pavements .3-6 . Expansi on j oi nts for JRC pavements .4-1 . Fibrous concrete pavement desi gn curves f or Army Cl ass Ipavements .4-2 . Fibrous concrete pavement desi gn curves for Army Cl assI I pavements .4-3 . Fibrous concrete pavement design curves for Army Cl assI I I pavements .4-4 . Fibrous concrete pavement desi gn curves for Ai r Forcel i ght-l oad pavements .4-5 . Fibrous concrete pavement desi gn curves for Ai r Forcemedi uml oad pavements .4-6 . Fibrous concrete pavement desi gn curves for Ai r Forceheavy- l oad pavements .4-7 Fibrous concrete pavement desi gn curves for Ai r Forceshort fi el d pavements .4-8 . Def l ecti on curves for Cl ass I pavements .4-9 . Def l ecti on curves for Cl ass I I pavements .4-10 . Def l ecti on curves for Cl ass I I I pavements .

5-1 . Condi ti on factor F versus modulus of soi l reacti on k.6-1 . Typi cal 75- foot-wde ri gi d pavement i nl ay i n exi sti ngf l exi bl e pavement .6-2 . Typi cal ri gi d pavement i nl ay i n exi sti ng ri gi d pavement .

Tabl e 1-1 . Pavement l oadi ng cl assi f i cati ons .2-1 . Recommended spaci ng of transverse contracti on j oi nts .2-2. : Dowel si ze and spaci ng for constructi on, contracti on, andexpansi on j oi nts .3-1 . Wel ded wre fabri cs .4-1 . Limti ng el asti c def l ecti ons for J FC pavements .

7/28/2019 EM-1110-3-142

6/83

CHAPTER 1I NTRODUCTION

1-1 . Purpose and scope . Thi s manual presents mobi l i zati on proceduresfor the desi gn of Army ai rfi el d ri gi d pavements and overl ay pavementsthat i ncorporate a portl and cement concrete l ayer i n ei ther the overl ayor base pavement .1-2 . General . The desi gn procedures presented herei n appl y to thefol l owng types of pavements, desi gn l oadi ngs, and desi gn parameters .

a . Types of pavements . A ri gi d pavement i s consi dered to be anypavement systemthat contai ns as one el ement portl and cement concrete,ei ther nonrei nforced or rei nforced .b . Desi gn l oadi ngs . Thi s manual i s l i mted t o Army ai rfi el dpavement desi gn requi rements for ai rcraf t duri ng a mobi l i zati onsi tuati on . D scussi ons and desi gn charts herei n are conf i ned to thepavement desi gn cl asses shown i n tabl e 1-1 .c . Desi gn parameters . The procedures i n thi s manual expresspavement thi cknesses i n term of f i ve pri nci pal parameters : desi gn

l oad, general l y stated i n the desi gn di recti ve ; f oundati on strength ;concrete properti es ; traf f i c i ntensi ty ; and traf f i c areas . Thefoundati on strength and concrete properti es normal l y depend upon manyfactors that are di f f i cul t to eval uate .1-3 . Def i ni ti ons and symbol s . The fol l owng term and symbol s arecommonl y used i n thi s manual . Other more speci f i c or l esser usedsymbol s wl l be def i ned where used .

a . . Def i ni ti ons .(1) Base pavement . The existi ng pavement (ei ther ri gi d orf l exi bl e) on whi ch an overl ay i s to be pl aced .(2) I nl ay pavement . R gi d pavement used to repl ace the i nteri orwdth of exi sti ng runways and as a method of rehabi l i tati on orupgradi ng of exi sti ng pavement .(3) Stabi l i zed soi l . The i mprovement of the l oad-carryi ng anddurabi l i ty characteri sti cs of a soi l through the use of admxtures .Li me, cement, and f l y ash, or combi nati ons thereof , and bi tumens are

the commonl y used addi ti ves for soi l stabi l i zati on .(4) Modi f i ed soi l . The use of addi ti ves to i mprove theconstructi on characteri sti cs of a soi l . However, the addi ti ves do not

i mprove the strength of the soi l suf f i ci entl y to qual i fy i t as astabi l i zed soi l .

EM 1110-3-1429 Apr 84

7/28/2019 EM-1110-3-142

7/83

IV

Pa

rcaTa4c

Rayafxwnarcawth

mmmowgsetoole

th20p

Raywnarcawthmmmo

wgsbw0a

0p

Fxwnarcawthmmmo

wgsbw0a10p

a

nothncegc

fgao

Mtpew

xwnaroaywn

arcaohhthcdefo

CaIpm

USAmCpoEns

Te11PmL

naco

CaIpmdgwbufofatedgeto

ameth4CaC5BarcaTdgis

b

o20p

othmctcarcainthsca

CaIpmdgissutaefolagnmofxwn

arcaceyininoyT

gisbo0

oth

mctcarcainthscaDgcteareaeoytoarca

hnoothfoown

cgao

DgBs

CaIpmwameaAmfxwn

roay

wnarcae

thC4CC5BahpoeH

HceTspmdgwbufoaared

fateohthweaI1oIVpmdgis

rereT

gisbe20p

othmctc

arcainthsca

Snew

tce1ptrepeue

Twnw

tce2nhtocspn2sqeinh

caaeehtre

CaIVpmwbospadge

cgao

agloothmctcarcapa

ouehaty

CaIVmdgwasobufoatenmybn

dgaCaIpmswo50

othmctc

arcainthceyaecpenh

eleoth

pm

Dgfopagcgaoshbedg

cvpodinArFcMsCvfoArFcgMum

H

oah

edaenuforeee

*Bacaeinu

ruwpmyawwmaoa

acaaopknoTCace

inushdsouse

y(a

tawpknoe

foacaahp

eubr

caninuin

BaceTADacewnbcdefoCaIIaIpmlon

umzodgctea

39CO.~iWN

7/28/2019 EM-1110-3-142

8/83

EM 1110-3-1429 Apr 84

(5) CE maximumdensi ty . The measure of a soi l densi ty descri bedi n ML-STD621, Test Method 100 .(6) Traf f i c areas . Areas used to di vi de pavement i nto groupingsi n accordance wth traff i c usage .(7) Ai rcraft pass . The passage of an ai rcraft on the pavementfaci l i ty bei ng designed.(8) Design ai rcraft pass l evel . The number of ai rcraf t passesfor which an ai rf i el d i s to be designed.(9) Coverage . Ameasure of the number of maximumstress

repeti ti ons that occur at a parti cul ar l ocati on i n a pavement as aresul t of the desi gn ai rcraf t pass l evel .(10) Pass-per-coverage rati o . The number of passes requi red toproduce one coverage .(11) J et fuel resi stant (J FR) materi al s . Materi al s, such as

pavement j oi nt fi l l ers, which are desi gned to resist the ef fects offuel s used i n j et-operated ai rcraft .b . Symbol s . A graphi c representati on of typi cal pavement symbol s

can be found i n f i gure 1-1 .Apossseconaarea of pavement, square i nches, per footof pavement wdth or l engthAsossseconaarea of rei nforci ng steel , square i nches,

per foot of pavement wdth or l engthb Thi ckness of nonstabi l i zed base course, inchesc, r, f Subscri pts used to denote that the thickness of ri gi d

pavement i s concrete (J O rei nforced concrete(J RC), or f i brous concrete (J FC), respecti vel y ( i . e . ,denotes requi red thickness of J C pavement on subgradeunbound base)Condi ti on factor based upon structural condi ti on ofexi sti ng ri gi d pavement immediately pri or to appl i cati onof an overl ay for strengtheni ng purposes

CBR Cal i forni a Beari ng Ratio, determned i n accordance wthML-STD-621, Test Method 101

hdcor

7/28/2019 EM-1110-3-142

9/83

EM 1110-3-1429 Apr 84

Ef Stati c modulus of el asti ci ty i n f l exure, psi (Note :subscri pts c and s used to denote concrete and stabi l i zedmateri al or Econocrete, respecti vel y)

f siedtrength of rei nforci ng steel bar or wre, psiF Factor rel ati ng control l ed degree of cracki ng al l owed i nthe exi sti ng pavement af ter a nonri gi d overl ay has beenappl i edhb Thi ckness of stabi l i zed l ayer or Econocrete i n overl aydesi gn, i ncheshd Requi red desi gn thi ckness of new ri gi d pavement, i ncheshecknessf exi sti ng ri gi d pavement, i ncheshoquedhi ckness of new ri gi d pavement overl ay, i ncheshE Equi val ent thi ckness of ri gi d pavement, i nchesk Modulus of soi l reacti on, psi per i nch, determned i naccordance wth ML-STD-621, Test Method 104 (Note :subscri pts s , b, and n often used to denote val ue on

surface of subgrade, base course, or exi sti ng f l exi bl epavement, respecti vel y)k cmoseodul us of soi l reacti on, psi per i nch, ofl ayered systemcontai ni ng stabi l i zed soi l determned asdescri bed herei nL Length of ri gi d pavement sl ab, feetLL Li qui d l imt o soi l as determned by ML-STD-621, TestMethod 103PI Pl asti ci ty i ndex of soi l as determned by ML-STD-621,Test Method 103PL Pl asti c l i mt of soi l as determned by ML-STD-621, TestMethod 103R Fl exural strength of concrete, pounds per square i nch,determned i n accordance wth ASTMC 78S Percentage of rei nforci ng steel i n a rei nforced pavement

= A /Ap x 100td Requi red thi ckness of f l exi bl e pavement based uponsubgrade CBR

7/28/2019 EM-1110-3-142

10/83

t oquedhi ckness of nonri gi d overl ay, i nches (Note :subscri pts f and a used to denote fl exi bl e or al l -bi tumnousconcrete nonri gi d overl ay, respecti vel y)W Wdth of ri gi d pavement sl ab, feet

1-4 . I nvesti gati ons prel imnary to pavement desi gn . The desi gnershoul d take advantage of al l avai l abl e exi sti ng i nformati on onsubsurface condi ti ons . Exi sti ng bori ng l ogs and test data previ ousl ytaken i n the area coul d gi ve i nsi ght i nto these condi ti ons . I nsofar astime al l ows, conventi onal expl orati ons and l aboratory cl assi f i cati ontests shoul d be empl oyed . These tests are siml ar to those descri bedi n ML-STD-619 and ML-STD-621 . They wl l be used as appropri ate toestabl i sh the perti nent soi l characteri sti cs and any pecul i ari ti es ofthe proposed si te that mght af fect the behavior of the pavement .1-5 . Subgrade .

EM 1110-3-1429 Apr 84

a . Expl orati on . Data f romavai l abl e bori ngs, test hol es, testpi ts, etc . , shoul d be used to the advantage possi bl e . As a mnimumthe si te shoul d be vi sual l y i nspected for obvi ousl y defecti ve soi lcondi ti ons . Undesi rabl e materi al such as peat, wet cl ays or si l ts,qui cksand, or other non-supporti ve soi l s wl l be excavated and repl acedwth materi al acceptabl e for subgrade or base course materi al . I norder to gi ve consi derati on to al l factors that may affect theperformance of the pavement, a study of exi sti ng pavements on siml arsubgrades i n the l ocal i ty shoul d be made to determne the condi ti onsthat may devel op i n the subgrade after i t has been used under apavement . The engi neer i s cauti oned that such factors as ground water,surface water i nf i l trati on, soi l capi l l ari ty, topography, drai nage,rai nfal l , and f rost condi ti ons may af fect the future support renderedby the prepared subgrade or base course . Experi ence has shown that thesubgrade wl l reach near saturati on, even i n semari d and ari d regi ons,af ter a pavement has been constructed . I f condi ti ons exi st that wl lcause the subgrade soi l to be af fected adversel y by f rost acti on, thesubgrade wl l be treated i n accordance wth the requi rements of EM1110-3-138 .b . Compacti on requi rements . Subgrade soi l s that gai n strength whenremolded and compacted wl l be prepared i n accordance wth thefol l owng cri teri a .

(1) Compact i ng f i l l secti ons . Al l f i l l secti ons shoul d becompacted to 95 percent of CE maximumdensi ty for cohesi onl essmateri al s and 90 percent for cohesi ve materi al s .

7/28/2019 EM-1110-3-142

11/83

M110 . 3-1429 Apr 84J ONTED CONCRETE ( JC )

J ONTED FIBROUSJONTED REI NFORCED REI NFORCEDCONCRETE (J RC) CONCRETE ( J FC)

SUBGRADE, NONSTABI LI ZEDBASE, OR EXISTING FLEXI BLE PAVEMENTNEW RI GI D PAVEMENT, DRECT

SUBGRADE OR NONSTABI LI ZED BASE

J C J RC

NEWRGD PAVEMENT ON STABI LI ZED BASE

EXI STI NG RI GD PAVEMENTSUBGRADE OR NONSTABI LIZED BASE

NEWRGD PAVEMENT ON EXI STI NG RGD PAVEMENT

FLEXI BLE PAVEMENT ALL BI TUMNOUS-OVERLAY OVERLAY

SUBGRADE OR NONSTABI LI ZED BASE

ASP' HALTIC OVERLAY ON- EXI STI NG RGD PAVEMENTU S Arm Corps of Engineers

FI GURE 1-1 . TYPES OF RTGD PAVEMENTS

7/28/2019 EM-1110-3-142

12/83

(2) Compacti ng cut secti ons . The top 6 i nches of al l subgradesshoul d be compacted to not l ess than 90 percent of CE maximumdensi tyfor cohesi ve materi al s and 95 percent for cohesi onl ess materi al s .1-6 Base courses . Base courses may be requi red for one or more ofthe fol l owng reasons : to provi de uni formbeari ng surface for thepavement slab; to repl ace soft, hi ghl y compressi bl e, or expansi vesoi l s ; to protect the subgrade fromdetrimental f rost heaving toproduce a sui tabl e surf ace for operati ng constructi on equi pment duri ngunfavorabl e weather ; to improve the foundati on strength (modul us ofsoi l reacti on or modul us of el asti ci ty) ; to prevent subgrade pumping ;and to provi de drai nage of water f romunder the pavement . Wenrequi red, a mnimumbase course thi ckness of 4 i nches wl l be appl i edover subgrades . Engi neeri ng j udgment must be exercised i n the designof base course drai nage to i nsure agai nst the trappi ng of waterdi rectl y beneath the pavement, which i nvi tes the pumpi ng condi ti on thatthe base course i s i ntended to prevent . Care must al so be exerci sedwhen sel ecti ng base course materi al s to be used wth sl i pformconstructi on of the pavement . General l y, sl i pformpavers wl l operatesati sfactori l y on materi al s meeti ng the base course requi rements i nparagraph 1-6a . However, cohesi onl ess sands, rounded aggregates, etc . ,may not provi de suff i ci ent stabi l i ty for sl i pformoperati on and shoul dbe avoi ded i f sl i pformpaving i s to be a constructi on opti on .

a . Materi al requi rements . An i nvesti gati on wl l be made todetermne the source, quanti ty, and characteri sti cs of avai l abl emateri al s . The base course may consi st of natural materi al s orprocessed materi al s . I n general , the unbound base materi al wl l be awel l -graded, hi gh-stabi l i ty materi al . Al l base courses to be pl acedbeneath ai rf i el d ri gi d pavements wl l conformto the fol l owngrequi rements (sieve desi gnati ons are i n accordance wth ASTME 11) :- Wl l -graded, coarse to f i ne .- Not more than 85 percent passi ng the No . 10 si eve .- Not more than 15 percent passi ng the No . 200 sieve .- PI not more than 8 percent .

EM 1110- 3- . 1429 Apr 84

However, when i t i s necessary that the base course provi de drai nage,the requi rements set forth i n EM1110-3-136 wl l be fol l owed .

b . Compacti on requi rements . Hgh densi ti es are essenti al to keepfuture consol i dati on to a mnimum however, thi n base courses pl aced onyi el di ng subgrades are di f f i cul t to compact to hi gh densi ti es .Therefore, the desi gn densi ty i n the base course materi al s shoul d bethe maximumthat can be obtai ned by practi cal compacti on procedures i nthe fi el d but not l ess than :

7/28/2019 EM-1110-3-142

13/83

EM 1110-3-1429 Apr 84

(1) 95 percent of CE maximumdensi ty for base courses l ess than10 i nches thi ck .(2) 100 percent of CEmaximumdensi ty i n the top 6 i nches and 9 5percent of CEmaximumdensi ty for the remai ni ng thi ckness for basecourses 10 i nches or mre i n thi ckness .

1-7 . Membrane-encapsula

7/28/2019 EM-1110-3-142

14/83

pol ypropylene for a di stance of at l east 1 foot and usi ng asphal tbetween the membranes .1-8 . Soi l stabi l i zati on or modi f i cati on. The stabi l i zati on ormodi f i cati on of the subgrade and/or base course materi al s usi ng ei therchemcal s or bi tumens has been found desi rabl e i n many geographicareas . Pri ncipal benef i ts i nclude the fol l owng : reduces ri gi dpavement thi ckness requi rements ; provides a stabl e al l -weatherconstructi on pl atform decreases swel l potenti al ; and reduces thesuscepti bi l i ty to pumping as wel l as the suscepti bi l i ty of strengthl oss due to moi sture . Normal l y, the decisi on to stabi l i ze or modi fy asoi l wl l be based upon the ti me restri cti ons and materi al savai l abi l i ty i nvol ved .

a . Requi rements . To qual i fy as a stabi l i zed l ayer ( i . e . , permtreducti on i n ri gi d pavement thi ckness requi rement), the stabi l i zedmateri al must meet the unconf i ned compressi ve strength and durabi l i tyrequi rements contai ned i n EM1110-3-137 . Otherwse, the l ayer i sconsi dered to be a modi f i ed soi l . The desi gn of the stabi l i zati on ormodi f i cati on wl l be i n accordance wth EM1110-3-137 and EM1110-3-138 . Pavement desi gns that resul t i n a nonstabi l i zed (pervi ous)l ayer sandwched between a stabi l i zed or modi f i ed soi l (i mpervi ous)l ayer and the pavement present the danger of entrapped water wthsubsequent i nstabi l i ty i n the nonstabi l i zed l ayer . These desi gns wl lnot be used unl ess the nonstabi l i zed l ayer i s posi ti vel y drai ned .

b . Eval uati on . The f oundati on support provided by modi f i ed soi ll ayers wl l be eval uated by the modul us of soi l reacti on k determnedaf ter the modi fyi ng agent has been added usi ng the procedure outl i nedi n paragraph 1-9 . For stabi l i zed soi l s, the eval uati on of thesupporti ng val ue wl l depend upon the type of pavement bei ng desi gned .For example, for J C, J RC, and J FC pavements, the stabi l i zed l ayer wl lbe consi dered to be a l owstrength base pavement, and the desi gn wl lbe accompl i shed usi ng a modi f i cati on of the parti al l y bonded ri gi doverl ay equati on as descri bed i n chapters 2, 3, and 4 . The thi cknessand f l exural modul us of el asti ci ty Ef s of the stabi l i zed materi al wl lbe determned at the same age as for the desi gn f l exural strength ofthe concrete (para 1-10) . The f l exural modul us of el asti ci ty ofcement-, l i me-, and f l y-ash-stabi l i zed materi al wl l be determned i naccordance wth EM1110-3-135 ; for bi tumnous-stabi l i zed materi al thef l exural modulus wl l be determned i n accordance wth EM1110-3-141 .Esti mate f l exural modul us val ues i f ti me i s not avai l abl e for testi ng .1-9 . Eval uati on of foundati on support .

EM 1110-3-1429 Apr 84

a . Modul us of soi l reacti on k . The modul us of soi l reacti on k,expressed i n psi per i nch, wl l be used to def i ne the supporti ng val ueof al l unbound subgrade and base course materi al s and al l soi l s thathave been addi ti ve-modi f i ed or encapsulated. The k val ue wl l be

7/28/2019 EM-1110-3-142

15/83

EM 1110-3-1429 Apr 84

determned by the fi el d pl ate beari ng test as descri bed i n ML-STD-621,Test Method 104 or estimated f romf i gure 1-2 .(1) Subgrad,e . The f i el d pl ate beari ng test wl l beperformed on representati ve -areas of the subgrade, taki ng i ntoconsi derati on such thi ngs as changes i nmateri al cl assi f i cati on,f i l l or cut areas, and varyi ng moi sture (drai nage) condi ti ons,whi ch would affect the support val ue of the subgrade . Wen i t i snot practi cal to performfi el d pl ate beari ng tests to make astati sti cal anal ysi s of the k val ue, a val ue fromf i gure 1-2shoul d be assi gned . The pavement thi ckness i s not affectedappreci abl y by smal l changes i n k val ues ; therefore, the val ueneed not be sharpl y def i ned . Normal l y, bracketed val uesw l lsuff i ce, and the assi gnment of k val ues shoul d be i n : i ncrements of10 psi per i nch for val ues up to and i ncludi ng 250 psi per i nchand i ncrements of 25 psi per i nch for val ues exceedi ng 250 psi peri nch . Amaximumk val ue of 500 psi per i nch wl l be used .(2) Base courses . The modul us of soi l reacti on k of unboundbase courses wl l be determned fromf i gure 1-3 . The val ueobtai ned wl l be used for the pavement desi gn . Fi gure 1-3 yi el dsan effecti ve k val ue at the surface of the base or subbase as afuncti on of the subgrade k val ue and base or subbase thi ckness .

b . Composi te modul us of soi l reacti on kc . For the desi gn ofpavements requi ri ng a stabi l i zed l ayer di rectl y under thepavement, the foundati on strength wl l be def i ned as a composi temodul us of soi l reacti ons k c . The kc val ue i s a functi on of themodul us of soi l reacti on k of the foundati on materi al s di rectl ybeneath the stabi l i zed l ayer and the thi ckness and f l exuralmodul us of el asti ci ty of the stabi l i zed l ayer . Wth theseproperti es, the kc val ue i s determned f romfi gure l -4.c . Foundati on support i n frost areas . The procedure foreval uati ng foundati on support i n frost areas i s presented i nEM1110-3-138 .

1-10 Concrete .a . Stresses . The desi gn of a concrete pavement i s based on thecri ti cal tensi l e stresses produced wthi n the sl ab by the ai rcraftl oadi ng . However, a common and sometimes important source of stress i stemperature and/or moi sture di f ferenti al wthi n the sl ab . The l ocati onand i ntensi ty of cri ti cal stresses produced by a wheel l oad wl l varyfrompoi nt t o poi nt depending on the l ocati on of the l oad . Thecri ti cal concrete tensi l e stress occurs when the l oad i s adj acent to anedge or j oi nt of the pavement . The stress di e to temperature andmoi sture vari ati on -reverses cycl i cal l y fromtop to bottomand may addto or subtract fromthe stress due to the appl i ed l oad A though not

7/28/2019 EM-1110-3-142

16/83

CALI FORNA BEARNG RATIO- CBR2 3 4 5 6 7 8 9 10 15 20 25 30 40 50 60 70 8090 100

PCA Soi l Primer (EB007. 068), Wth Permssi on of the Portl and CementAssoci ati on, Skoki e, IL.

FIGURE 1-2 . APPROXIMATE INTERRELATIONSH PS OF SOLCLASSIFICATIONANDBEARNG VALUES

EM111031429 Apr 84

00

UNFIED SOL I -CLASSI FICATION

I I- , I _-"7AASHTO CLASSIFICATION I I I

L L-~-

_daS:~edvkrz

I

FEDERAL AVIATIONADMNSTRATIONSOL CLASSIFICATION s~

~CW100 I150

I MODULUS OF SOL REACTION200 250

-k(pci300 400 500 600 700

CALIFORNA BEARNG RATIO- CBR

3 4 5 6 7 8 9 10 15 20 25 30 40 50 60 70 8090 1

7/28/2019 EM-1110-3-142

17/83

wamwO

EM 1110-3-1429 Apr 84

500400300

200

100

50

25 0 10 20 30 40 50za THCKNESS OF BASE OR SUBBASE, i n .~wmmQ1- mamwX>OF=Uww

500400300

200

50

25

NATURAL SAND AND GRAVEL (PI

7/28/2019 EM-1110-3-142

18/83

COMPOSI TE MODULUS OF SOLREACTI ON kc , psi / i n .

U S . Arm Corps of Engineers

FIGURE 1-4 . COMPOSI TE MODULUS OF SOL REACTION

EM 1110-3-1429 Apr 84

MODULUS OF SOL REACTI ONOF FOUNDATION BENEATHSTAB LI ZED LAYER psi / I n .

N "4 ( AO O O O O

An~ \\,~S~ CFO F(/O k ` S' Tr

7/28/2019 EM-1110-3-142

19/83

EM 1110- 3-1429 Apr 84

consi dered i ndependentl y, the overal l effect of these cycl i c stresseshas been consi dered i n the thi ckness cri teri a presented herei n .b . Mx proporti oni ng and control . Proporti oni ng of the concretemx and control of the concrete for pavement constructi on wl l be i naccordance w th EM 1110-3-135 . Normal l y, a desi gn f l exural strength at90-day age wl l be used for pavement thi ckness determnati on. Shoul di t be necessary to use the pavements at an earl i er age, consi derati onshoul d be gi ven to the use of a desi gn f l exural strength at the earl i erage or to the use of hi gh earl y-strength cement, whi chever i s mostfeasi bl e .c . Testi ng. The fl exural strength and modul us of el asti ci ty i nf l exure of the concrete (and Econocrete) wl l be determned i naccordance w th ASTM C 78 . The test speci men wl l be a 6- by 6-i nchsecti on l ong enough to permt testi ng over a span of 18 i nches . Wenaggregate l arger than the 2-i nch nomnal si ze i s used i n the concrete,the mx w l l be wet-screened over a 2-i nch-square mesh si eve before i ti s used for casti ng the beamspeci men .

1-11 . Econocrete . Econocrete i s a name gi ven to concrete uti l i zi ngl ocal l y avai l abl e crusher-run or natural aggregates . Econocrete may beused as a base course for ri gi d pavement and my be consi dered forshoul ders or overrun pavements provi di ng the Econocrete can bedemonstrated to have the requi red durabi l i ty . The mx proporti oni ng,control , and testi ng of Econocrete wl l be the same as for concrete(para 1-10) . Si nce Econocrete i s desi gned speci f i cal l y to provi deeconom i n pavement constructi on, emphasi s must be pl aced on economwhen arri vi ng at the desi gn mx proporti oni ng . Admxtures can be usedi n Econocrete to i ncrease workabi l i ty, strength, and durabi l i ty i n thesame manner as they are used for concrete . Cement contents i n the 225to 375 pounds per cubi c yard range yi el d economcal mxes wth goodworkabi l i ty . Wen used as a base course for ri gi d pavement, theEconocrete wl l be consi dered as a stabi l i zed l ayer and must exhi bi tthe requi red strength and durabi l i ty of a stabi l i zed l ayer . Theeval uati on of the foundati on support provided by the Econocrete wl lbe accompl i shed i n accordance wth paragraph 1-8 .

7/28/2019 EM-1110-3-142

20/83

7/28/2019 EM-1110-3-142

21/83

OO

EM 1110-3-1429 Apr 84

OON CI s~HDN381S - i v an xa l . a

OO O

U S . Army Corps o Engi neersFI GURE 2-l . j C PAVEMENT DESI GN CURVES FOR ARMY CLASS I PAVEMENTS

2-?

OO

WZQU

t i

HZWW

7/28/2019 EM-1110-3-142

22/83

O

U S

OM ON' U ! `HON3a LS ' 1VLI nX3 I 3

OO

Army Corps of Engi neersFI GURE 2-2. 3C PAVEMENT DESIGNCURVES FORARMY

2-3

OOt 0

EM 1110-3-1429 Apr 84

OO

CLASS I I PAVEMENTS

OO

NN

NOO

NNN

44 bO4-4 -Ht o wy~

7/28/2019 EM-1110-3-142

23/83

EM 1110-3-1429 Apr 84

8 8v t oU S . Army Corps of Engi neers

FI GURE 2-3 J C PAVEMENT DESI GN CURVES FOR2-4

0 0 0 0 0 0 00 0 0 0 08 9 w! sd `H ON3N . S - i vmnX3 - 1 : JARMY CLASS I I I PAVEMENTS

52

I T

mc * j

\ ~~~4-444

4- j- Li

F "Lr)c l q

0 w

~s""~~

7/28/2019 EM-1110-3-142

24/83

700czW

900

850

800

750

650JQWJ 600550

500

450

400 8

EM 1110-3-1429 Apr 84

6 7 8 9 10 I IPAVEMENT TH CKNESS, i n .

U S . Army Corps of Engi neersFI GURE 2-4 . PAVEMENT DESI GN CURVES FOR SHOULDERS

2-5

Wmrrmv

ymmnyrrrn

.

NOTE : Mnimumthi ckness ofshoul der pavement' shoul dbe 6-i nches .

k l i x_=

7/28/2019 EM-1110-3-142

25/83

EM 1110-3-1429 Apr 84

-000 0 "010 `41Wwomo-WdowW- Ma' S-ftW6=- - - - - - WANva001W

0 M N O O O O O O_ OO f Ol ed `HON3a1S ' l t f anX3- i j

MNWNZO~ZWO>WQa

c o

YU

U S . Army Corps of Engi neersFI GURE 2-5 . J C PAVEMENT DESIGN CURVES FOR AR FORCE LIGHT-LOAD PAVEMENTS

2-6

7/28/2019 EM-1110-3-142

26/83

`SS3NHOH1 LN3WAVdI D 1~ GO p- NM ~D f_ CD NNN' a' I pN

M N OCL 00! s d `H JN3a1S ' I nnx3"I d

U S . Army Corps of Engi neers

EM 1110-3-1429 Apr 84

FI GURE 2-6 . JC PAVEMENT DESIGNCURVES FOR AR FORCE.MEDUMLOADPAVEMENTS2-7

. . . , . ,~~ [I I I t i l t rt t ri l l ri l l ~ I I I , ' I FT -FT' TTNC

.

. ~I

I PN~F GPR~p, S` I ~~QE0 GP , ~~P. . . . . s ~I PE

SS ~_

. " 1 IL

_SCo~

_oat

o !

7/28/2019 EM-1110-3-142

27/83

EM 1110-3-1429 Apr 8401- wM

0 00 0

0-

00c l iU S . Army Corps of Engi neers

' u ! `SS3NX3lHL LN3YY3AVdOoWO-Nc % Nt o l d* 0Nu C - i ( D04 I , -NQQN0) 0-cl i 0) r o

FI GURE 2-7 . J C PAVEMENT DESIGN CURVES FOR AI R FORCE HEAVY-LOAD PAVEMENTS2-8

7/28/2019 EM-1110-3-142

28/83

0 OM N! sd `H JN3b1S - l b' af1X333

U S . Army Corps of Engineers

EM 1110-3-1429 Apr 84

w 0 0 .0 0 0 0 0f - tD

NNNNNONmet

O

FI GURE 2-8 . J C PAVEMENT DESIGN CURVES FOR AR FORCE SHORT FIELD PAVEMENTS2-9

eW2Y_VSHHtD2WWa

I I I J -Wrr r r rwwi i - r - r r r n T" I 000d1S2 v~~0/

-, c

a

I I

v

I

I

1

_ . . . . . . . . ~.**mnn~111t1AI11111~~

7/28/2019 EM-1110-3-142

29/83

EM 1110-3-1429 Apr 84

stri ps of concrete pl aced at di fferent times . The three general typesof j oi nts, contracti on, constructi on, and expansion, are shown i nf i gures 2-9, 2-10, and 2-11, respecti vel y . A typi cal j oi nti ng of thethree types i s i l l ustrated i n f i gure 2-12 .

a . Contracti on j oi nts . Weakened-pl ane contracti on j oi nts areprovi ded to control cracki ng i n the concrete and to l i mt curl i ng orwarpi ng stresses resul ti ng fromdryi ng shri nkage and contracti on andfromtemperature and moi sture gradi ents i n the pavement, respecti vel y .Shri nkage and contracti on of the concrete causes sl i ght cracki ng andseparati on of the pavement at the weakened pl anes, which wl l provi desome rel i ef fromtensi l e forces resul ti ng fromfoundati on restrai nt andcompressi ve forces caused by subsequent expansi on . Contracti on j oi ntswl l be requi red transversel y and may be requi red l ongi tudi nal l ydepending upon pavement thi ckness and spaci ng of constructi on j oi nts .

(1) Wdth and depth of weakened pl ane groove . The wdth of theweakened pl ane groove wl l be a mnimumof 1/8 i nch and a maximumequalto the wdth of the seal ant reservoi r contai ned i n paragraph (2) bel owThe depth of the weakened pl ane groove must be great enough to causethe concrete to crack under the tensi l e stresses resul ti ng fromtheshri nkage and contracti on of the concrete as i t cures . Thi s depthshoul d be at l east one fourth of the slab thi ckness for pavements 12i nches or l ess, 3 i nches for pavements greater than 12 and l ess than 18i nches i n thi ckness, and one si xth of the slab thi ckness for pavementsgreater than 18 i nches i n thi ckness . I n no case wl l the depth of thegroove be l ess than the maximumnomnal si ze of aggregate used.

(2) Wdth and depth of seal ant reservoi r . The wdth and depthof the seal ant reservoi r for the weakened pl ane groove wl l conformtodimensi ons shown i n f i gure 2-9 . The dimensi ons of the seal antreservoi r are cri ti cal to sati sfactory performance of the j oi nt seal i ngmateri al s .

(3) Spaci ng of transverse contracti on j oi nts . Transversecontracti on j oi nts wl l be constructed across each pavi ng l ane,perpendi cul ar t o the center l i ne, at i nterval s of not l ess than 12-1/2feet and general l y not more than 25 feet . The j oi nt spaci ng wl l beuni formthroughout any maj or paved area, and each j oi nt wl l bestrai ght and conti nuous fromedge to edge of the pavi ng l ane and acrossal l paving l anes for the ful l wdth of the paved area . Staggeri ng ofj oi nts i n adj acent pavi ng l anes can l ead to sympatheti c cracki ng andwl l not be permtted unl ess rei nforcement s as descri bed i n paragraph3-2b, i s used . The maximumspaci ng of transverse j oi nts that wlleffecti vel y control cracki ng wl l vary appreci abl y dependi ng onpavement thi ckness, thermal coeff i ci ent and other characteri sti cs ofthe aggregate and concrete, cl imati c condi ti ons, and foundati onrestrai nt . I t i s i mpracti cabl e to establ i sh l i mts on j oi nt spaci ngthat are sui tabl e for a1 1 condi ti ons wthout maki ng themundul yrestri cti ve . The j oi nt spaci ngs i n tabl e 2-1 have gi ven sati sfactory

2-10

7/28/2019 EM-1110-3-142

30/83

~ r(SEE TABLE I )

SAWD

' J OI NT SEALANT(SEE NOTE2)SEENOTE I

NOTE 1 :

2 :

3 :


Nonabsorpti ve materi al requi red toprevent j oi nt seal ant fromfl owngi nto sawcut and to seperatenoncompati bl e materi al s .J oi nt seal ant may be pourabl e orpreformed type (see para 2-3e) .Preformed fi l l er may be fi berboardor other approved materi al whi chcan be sawed or whi ch canaecti on remved to formreservoi r .

LONGTUDNAL

DOWL-ONE END PAINTED. P: -ANDOLEDORGREASEDSEE. ; ; , PARA 2-3a ( 5) FORSIZEAND.SPACING*dDENOTE DOWL DAMETER

TABLE 1

TRANSVERSE

have aseal ant

NO5 DEF STEEL TIE BARS 2' -6 LONGANDSPACED2-6 ONCENTERS USEDONLY I NJ ONTS ADACENTTOFREE EDGES

USEDONLY I N THE LAST 3TRANSVERSE JONTSBACKFROMENDS OF RUNWYS

FIGURE 2-9 . CONTRACTION J ONTS FOR J C PAVEMENTS2-11

EM 1110-3-1429 Apr 84

. : : . . ;~' J ONT SEALANT(SEENOTE 2)PREFORMED' FILLER MATERIAL(SEENOTE 3)

PREFORMED

J O NT EI THER ONE PIECE ORTHREADEDSEALANT, /'SPLIT-TYPEDOWLSMAY,BE USED

CONTRACTION DMENSONS I n .J ONTSPACING f t . W D25-50 3/41/16 I - I / 41/16>50-100 1 i 1/ 1611- q/21/ 16

7/28/2019 EM-1110-3-142

31/83

EM 1110-3-1429 Apr 84

NOTE: A toleranceof pl us of mnus1/16 i nchmay be al l owed forkey dimensi ons and l ocati on .

DOWELED TRANSVERSETHCKENED EDGE LONGTUDNAL OR LONGTUDNAL

U S

KEYED LONGTUDNAL

KEYED THCKENED EDGE LONGTUDNAL

NOTE 1

2Army Corps of Engineers

KEY DMENSIONSSAME ASKEYEDLONGTUDNAL J ONT

DOWL-ONE ENDPAI NTED ANDO LEDORGREASED SEE PARA 2-30(5)FOR SI ZE ANDSPACI NG

NO 5 DEF STEEL BARS 2' LONGSPACEDON 1 ' "6" CENTERS ANDPLACEDPARALLEL TOTHCKENEDEDGETop of j oi nt seal ant wl l . be1/4 i nch pl us of mnus 1/16i nch belowtop of pavement .J oi nt seal ant may be pourabl eor preformed type (see pars 2-3e) .

KEYEDANDTIED LONGTUDNAL

JONT SEALANT( SEE NOTES I AND2)-, -ft- f . . . - 1 " . i 1/16"

J ONTSEALANT( SEE NOTES I AND2)1 I I 1' -- 1" al / 16

"a.

" sod DENOTE DOWL DAMETER

NOTE Ei ther onepiece or threadedspl i t type dowe may be used

SPECAL JONT BETWEEN NEW& EXISTING PAVEMENTTRANSVERSE OR LONGTUDNAL (SEE PARA . 2 -4c)

FIGURE 2 . - 7 . 0 . CONSTRUCTION JONTS FOR . 7C PAVEMENTS2-1 2

NO 5 DEF STEEL TI E BARS 2 ' - 6LONGANDSPACED 2' - 6" ONCENTERS

J O NT SEALANT( SEE NOTES I AND2 ) - , I I r----i f l / 16"

7/28/2019 EM-1110-3-142

32/83

NOTES: 1 . Top 0f j oi nt seal ant wl l be1/4 i nch pl us or mnus 1/16i nchl bel ow top of pavement .

JONT SEALANT(SEE NOTES I I AND

FOR SIZE ANDSPACING' d .

" ' d DENOTES DOWEL DAMETER

U S . Arm Corps of Engin~ers

LONGTUDNALJONT SEALANT 1-3/4"i 1/16" "+I / 16") ~SEE.NOTEI AND2

2 . J o i n t ' i , seal ant may be pourabl eor pri eformed type (See para 2-3e) .

3 . Ei ther one pi ece or threadedspl i tl type dowel s may be used .

TRANSVERSE3/4" { I / 1 6 ' '

I "f 1/16"

3 1 21$ 01pt~~EXPANSION eCAP-SLIPFITPAINTANDOLOR

. . a . o , a . . > GREASE-PREFORMEDNONEXTRUDNGJONT FILLER

FI GURE 2-11 . EXPANSION JONTS FOR JC PAVEMENTS

EM 1110-3-1429 Apr 84

7/28/2019 EM-1110-3-142

33/83

EM 1110-3-1429 Apr 84

a. _i

!lWis i=W==NDOWLS REQURED I N LAST THREETRANSVERSE CONTRACTION JONTSAT RUNWAY ENDSDOWLSORTHCKENEDEDGE I N OUTSIDE LANESWHERE PAVEMENTEXTENSI ON I SFEASIBLE

5/8-I N. -DAM DEFORMEDTIEBARS OUTSIDE LONGTUDNALCONTRACTION JONTS

DOWLS REQURED I N LAST THREETRANSVERSE CONTRACTION JONTSAT RUNWAY ENDSLONGTUDNAL CONSTRUCTIONJ ONTS~DOWELS, KEYWAY ORTHCKENEDEDGE I NOUTSIDE LANESWHEREPAVEMENTEXTENSI ONI S FEASIBLE

Note : I f l anes

DOWLS REQURED I N LASTTHREE TRANSVERSE CON-TRACTION J ONTS ATRUNWAY ENDS

DOWELS, KEYWAY ORTHCKENED EDGE I NOUTSIDE LANES WHEREPAVEMENTEXTENSI ONI S FEASIBLE

Note :

U . S . Army Corps of Engi neers

LONGTUDNAL CONTRACTIONJ ONTSUSE 5/8,IN DEFORMEDTIE BARSTHROUGH J ONTS I N LAST SLAB

ENDOF PAVEME T

LONGTUDNALCONSTRUCTIONJ ONTSPAVEMENT THCKNESS LESS THAN 9 INCHES

greater than 20 feet wde are used, l ongi tudi nalcontracti on j oi nts must be pl aced i n the center of eachl ane . Ti e bars wl l be used i n outsi de l ongi tudi nalcontracti on j oi nts .

PAVEMENT THCKNESS, 9 TO12 INCHESENDOF PAVEMENT

LONGTUDNAL ICONSTRUCTIONJ ONTS

I f pavi ng l anes greater than 25 feet are used, l ongi tudi nalcontracti on j oi nts must be pl aced i n center of each l ane .PAVEMENT THCKNESS GREATER THAN12 INCHES

FIGURE 2-12 . TYPICAL JONTING

2-14

1001 .1 4 , 42jlwmr>~

LA'

VAHDWOMCE

LGHEDO

G

Dghc

C

Dgthc

C

0 xHNE1

Crto a

2

C zH-1 zH

3.

;d tT

4

h h

h+Lh5+bneh

h++l

h5+bneth

bTc

befte

Tc

b

te

t

Dgthc

febeee

Dghc

abepm

s

t

Dgthc

suase

Dghc

suase

t2

Dghc

bncse

Dghcbncse

O

t3

Dghc

bese

Dghc

bese

'CW

t4

Dghc

suese

Dghc

suese

1

o~

t5

hh+netht2

hh+bnetht2

N

7/28/2019 EM-1110-3-142

41/83

EM 1110-3-1429 Apr 84

between the ri gi d pavements when the ri gi d pavement i s 1, 600 feet i nl ength or l onger ; i nstal l the second expansi on j oi nt i n the l ast j oi ntof the ri gi d pavement . Wen j oi ni ng a new ri gi d pavement to anexi sti ng f l exi bl e pavement, cut the exi sti ng f l exi bl e pavement back tothe di mensi on for "buri ed PCC sl ab" onl y . The porti on l abel ed"' modi f i ed f l exi bl e pavement desi gn" wl l not be i ncorporated because ofthe possi bi l i ty of destroyi ng the exi sti ng densi ty of the base coursemateri al s . Wen the j uncture i s i nstal l ed duri ng the constructi on of anew f l exi bl e pavement j oi ni ng an exi sti ng ri gi d pavement, the exi sti ngri gi d pavement wl l be dri l l ed and dowel ed for the expansi on j oi nt .The dowel s wl l be bonded i n the exi sti ng ri gi d pavement wth epoxygrout .

b . Sl i p-type j oi nts . At the j uncture of two pavement faci l i ti es,such as a taxi way and runway, expansi on and contracti on of the concretemay resul t i n movements that occur i n di f f erent di recti ons . Suchmovements may create detri mental stresses wthi n the concrete unl ess aprovi si on i s made to al l ow the movements to occur . At such j unctures,a thi ckened-edge sl i p j oi nt shoul d be used to permt the hori zontalsl i ppage to occur . The desi gn of the thi ckened-edge sl i p j oi nt wl l besi ml ar t o the thi ckened-edge constructi on j oi nt ( f i g 2-10) . Thebond-breaki ng medi umwl l be ei ther a heavy coati ng of bi tumnousmateri al not l ess than 1/16 i nch i n thi ckness when j oi nts match or anormal nonextrudi ng-type expansi on j oi nt materi al not l ess than 1/ 4i nch i n thi ckness when j oi nts do not match . The 1/16-i nch bi tumnous

c . Speci al j oi nt between newand exi sti ng pavements . A speci althi ckened-edge j oi nt desi gn ( f i g 2-10) wl l be used at the j uncture ofnew and exi sti ng pavements for the f ol l owng condi ti ons :- Wen l oad-transfer devi ces (keyways or dowel s) or a thi ckenededge was not provi ded at the f ree edge of the exi sti ng pavement .- Wen l oad-transfer devi ces or a thi ckened edge was provi ded atthe f ree edge of the exi sti ng pavement but nei ther met the desi gnrequi rements for the newpavement .- For transverse contracti on j oi nts, when removi ng and repl aci ngsl abs i n an exi sti ng pavement .- For l ongi tudi nal constructi on j oi nts, when removi ng and repl aci ngsl abs i n an exi sti ng pavement i f the exi sti ng l oad-transferdevi ces are damaged duri ng the pavement removal .- Any other l ocati on where i t i s necessary t o provi de l oad transferf or the exi sti ng pavements .

2- 2 2

coati ng may be ei ther a l owpenetrati on (60-70 grade asphal t) or acl ay-type asphal t-base emul si on si ml ar to that used for roof coati ngand wl l be appl i ed t o the face of the j oi nt by hand brushi ng orsprayi ng .

7/28/2019 EM-1110-3-142

42/83

EM 1110-3-1429 Apr 84

The speci al j oi nt desi gn may not be requi red i f a newpavement j oi ns anexi sti ng pavement that i s grossl y i nadequate to carry the desi gn l oadof the newpavement or i f the exi sti ng pavement i s i n poor structuralcondi ti on . I f the exi sti ng pavement can carry a l oad that i s 75percent or l ess of the newpavement desi gn l oad, speci al efforts toprovide edge support for the exi sti ng pavement may be omtted ; however,i f omtted, accel erated fai l ures i n the exi st i ng pavement may beexperi enced . Any l oad-transfer devi ces i n the exi sti ng pavement shoul dbe used at the j uncture to provi de as much support as possibl e to theexi sti ng pavement . The newpavement wl l si mpl y be desi gned wth athi ckened edge at the j uncture . Dri l l i ng and grouti ng dowels i n theexi sti ng pavement for edge support may be consi dered as an al ternati veto the speci al j oi nt ; however, a thi ckened-edge desi gn wl l be used forthe newpavement at the j uncture .

7/28/2019 EM-1110-3-142

43/83

CHAPTER 3JONTED REINFORCED CONCRETE (JRC) PAVEMENT DESIGN

3-1 . Uses . JRC pavement may be used as sl abs on grade or as overl aypavement for any traf fi c area of the ai rfi el d . Rei nforcement may beused to reduce the requi red thi ckness and permt greater spacingbetween j oi nts . I ts sel ecti on shoul d be based upon the materi al savai l abl e and time el ement i nvol ved . I n certai n i nstances,reinforcement wl l be requi red to control cracki ng that may occur i nthe JC pavements wthout any reducti on i n thi ckness requi rements .3-2 . Reduced thi ckness desi gn . The thi ckness of JRC pavement can bel ess than the thi ckness of JC pavements . The desi gn procedurepresented herei n yi el ds the thi ckness of JRC pavement and thepercentage of steel rei nforcement S requi red to provi de the sameperformance as a predetermned thi ckness of JC pavement contructed onthe same foundati on condi ti on . The greatest use of reinforcement toreduce the requi red J C pavement thi ckness wl l probabl y be to provi de auni formthi ckness for the vari ous traff i c areas and to meet surfacegrade requi rements . Thi s i s especi al l y true for ri gi d overl ays wherei t i s necessary to provi de di fferent thi cknesses for the vari ous typesof traf f i c areas or di f ferent structural condi ti ons of the basepavement . Si nce these changes i n thi ckness cannot be made at thesurface, rei nforcement can be used t o reduce the requi red thi ckness andthereby obvi ate the necessi ty for removal and repl acement of pavementsor overdesi gns . There are other i nstances i n whi ch rei nforcement toreduce the pavement thi ckness may be warranted and must be regarded .The desi gn procedure consi sts of determni ng the percentage of steelrequi red, the thi ckness of the JRC pavement, and the maximumal l owabl el ength of sl abs .

EM 1110-3-1429 Apr 84

a . Determnati on of requi red percent steel and requi red thi cknessof JRC pavement . I t i s fi rst necessary to determne the requi redthi ckness hdc of JC pavement usi ng the desi gn l oadi ng and physi calproperti es of the pavement and foundati on (chap 2) . Wen the JRCpavement i s to be used on nonstabi l i zed bases or subgrades, theprocedure outl i ned i n paragraph 2-2a wl l be used to determne hdc ;whereas, when the JRC pavement i s to be used on stabi l i zed l ayers ofmateri al , the procedure outl i ned i n 2-3b wll be used . The thi ckness,hdc or hdoc, i s then used t o enter the nomograph (f i g 3- 1) to determnethe requi red percent steel , S, and requi red thi ckness hdr or hdor ofJRC pavement . Si nce the thi ckness hdr and S are i nterrel ated, i t wl lbe necessary to establ i sh a desi red val ue of one and determne theother . The resul ti ng val ues of hdr and S wl l represent a JRC pavementthat wl l provi de the same performance as the requi red thi ckness ofconcrete pavement, hdc or hdoc " I n al l cases, when the requi redthi ckness hdc i s reduced by the addi ti on of rei nforci ng steel , thedesi gn percentage of steel wl l be pl aced i n each of two di recti ons(transverse and l ongi tudi nal ) i n the slab . For constructi on purposes,

7/28/2019 EM-1110-3-142

44/83

7/28/2019 EM-1110-3-142

45/83

EM 1110-3-1429 Apr 84

the requi red thi ckness hdr must be rounded to the nearest ful l - orhal f-i nch i ncrement . When the i ndi cated thi ckness i s mdway betweenful l - and hal f-i nch or hal f and ful l i ncrements, the thi ckness wl l berounded upwardb . Determnati on of maxi mumJ RC pavement sl ab si ze . The maxi muml ength or wdth of J RC pavement slab i s dependent l argel y upon theresi stance to movement of the sl ab on the underl yi ng materi al and theyi el d strength of the rei nforci ng steel . The l atter factor can beeasi l y determned; however, very l i t t le rel i abl e i nformati on i savai l abl e regardi ng the sl i di ng resi stance of concrete on the vari ousfoundati on materi al s . For thi s desi gn procedure, the sl i di ngresi stance has been assumed to be constant for a J RC pavement castei ther di rectl y on the subgrade, on a stabi l i zed or nonstabi l i zed basecourse, or on an exi sti ng f l exi bl e pavement . The maxi mumal l owabl ewdth Wor l ength L of J RC pavement sl ab wl l be determned fromthefol l owng equati on :

Wor L = 0 . 0777

The formul a above has been expressed on the nomograph ( f ig 3-1) forsteel yi el d strengths f s of 56,000 and 60,000 psi and the maxi mumWorL can be obtai ned fromthe i ntersecti on of a strai ght l i ne drawnbetween the val ues of hdr and S that wl l be used for the J RC pavement .The wdth of J RC pavement wl l general l y be control l ed by the concretepavi ng equi pment and wl l normal l y be 25 feet, unl ess smal l er wdthsare necessary to meet di mensi onal requi rements .

c . Li mtati ons to J RC pavement desi gn procedure . The desi gnprocedure for J RC pavements presented herei n has been devel oped fromal i mted amount of i nvesti gati onal and performance data . Consequentl y,the fol l owng l i mtati ons are i mposed(1) No reducti on i n the requi red thi ckness of J C pavement wl l

be al l owed for percentages of steel rei nforcement l ess than 0 . 05 .(2) No further reducti on i n the requi red thi ckness of J Cpavement wl l be al l owed over that i ndi cated for 0 . 5 percent steelreinforcement i n f i gure 3-1 regardl ess of the percent steel used .(3) The maximumwdth or l ength of J RC pavement slab wl l notexceed 100 feet regardl ess of the percent steel used or slab thi ckness .(4) The mnimumthi ckness of J RC pavement or J RC overl ay wl l be6 i nches .

7/28/2019 EM-1110-3-142

46/83

EM 1110-3-1429 Apr 84

3-3 . Reinforcement to control pavement cracki ng . Reinforcement i smandatory i n certai n areas of J C pavements to control or mnimze theeffects of cracki ng. The rei nforci ng steel hol ds cracks ti ghtl ycl osed, thereby preventi ng spal l i ng at the edges of the cracks andprogressi on of the cracks i nto adj acent sl abs . For each of thefol l owng condi ti ons, the sl abs or porti ons of the sl abs wl l berei nforced wth 0. 05 percent steel i n two di recti ons normal to eachother unl ess otherwse speci f i ed .

a . Odd-shaped sl abs . I t i s often necessary i n the desi gn ofpavement faci l i ti es to resort to odd-shaped sl abs . Unl ess rei nforced,these odd-shaped slabs often crack and eventual l y spal l al ong thecracks, produci ng debri s that i s obj ecti onabl e fromoperati onal andmaintenance vi ewpoi nts . I n addi ti on, the cracks may mgrate acrossj oi nts i nto adj acent sl abs . I n general , a sl ab i s consi dered to beodd-shaped i f the l onger dimensi on exceeds the shorter one by more than25 percent or i f the j oi nt pattern does not resul t i n essenti al l y asquare or rectangul ar slab . Figure 3-2 presents typi cal exampl es ofodd-shaped sl abs requi ri ng rei nforcement .

b . Msmatched j oi nts . Steel rei nforcement i n the sl abs i smandatory to prevent mgrati on of cracks i nto adj acent pavements forthe fol l owng two condi ti ons of msmatched j oi nts :

(1) Where j oi nt patterns of abutti ng pavement faci l i ti es do notmatch, a parti al rei nforcement of sl abs may be necessary . I n such acondi ti on, the msmatch of j oi nts can cause a crack to formi n theadj acent pavement unl ess there i s a suff i ci ent wdth of bond-breaki ngmedi umi nstal l ed i n the j oi nt . The determnati on rel ati ve to uti l i zi ngrei nforcement at msmatched, j oi nts i n such j unctures i s based upon thetype j oi nt between the two pavement secti ons . A parti al rei nforcementof the sl ab, as descri bed bel ow i s requi red when the j oi nt between theabutti ng pavement i s one of the fol l owng: dowel ed constructi on j oi nt,keyed constructi on j oi nt, thi ckened- , edge butt j oi nt wthout abond-breaki ng medi um doweled expansi on j oi nt, and thi ckened-edge s l ipj oi nt wth l ess than 1/4-i nch bond-breaking medi um Reinforcement i snot requi red i f the j oi nt between the abutti ng pavement faci l i ti es i sei ther a thi ckened-edge expansi on j oi nt or a thi ckened-edge s l ip j oi ntwth 1/4 i nch or more of bond-breaki ng medi um except for a msmatch ofj oi nts i n the center 75-foot wdth of runway where rei nforcement of thesl abs of msmatched j oi nts wl l be requi red regardl ess of the type ofj oi nt between the faci l i ti es . When rei nforcement at msmatched j oi ntsi s requi red, the sl ab i n the pavement faci l i ty di rectl y opposi te themsmatched j oi nt wl l be rei nforced wth the mnimum0. 05 percentsteel . The rei nforci ng steel wl l be placed i n two rectangul ardi recti ons for a di stance 3 feet back fromthe j uncture and for theful l wdth or l ength of the slab i n a di recti on normal to themsmatched j oi nt . When a new pavement i s bei ng constructed abutti ng anexi sti ng pavement, the new slab opposi te msmatched j oi nts wl l berei nforced i n the manner descri bed above . When two abutti ng faci l i ti es

3- 4

7/28/2019 EM-1110-3-142

47/83

U S Army Corps of Engi neers

Contracti on J oi ntExpansi on J oi ntRei nforced Odd-ShapedSl abs

M Rei nforced MsmatchedJ oi nts

EM 1110-3-1429 Apr 84

FI GURE 3-2 . TYPICAL LAYOUTS SHOWNG REINFORCEMENT OFODD-SHAPED SLAPS ANDMSMATCHED J ONTS

7/28/2019 EM-1110-3-142

48/83

EM 1110-3-1429 Apr 84

are bei ng constructed concurrentl y, the sl abs on both si des of thej uncture opposi te msmatched j oi nts wl l be rei nforced i n the mannerdescri bed above . For thi s condi ti on shown i n f i gure 3-2 the sl i pj oi nt bond-breaki ng medi umcan be speci f i ed to be a ful l 1/4 i nchthi ck, and the rei nforci ng may be omtted .(2) The second condi ti on of msmatched j oi nts whererei nforcement i s requi red occurs i n the constructi on of a J C overl ay of

an exi sti ng ri gi d pavement . J oi nts i n the overl ay shoul d coi nci de wthj oi nts i n the base pavement . Someti mes thi s i s i mpracti cabl e due to anunusual j oi nti ng pattern i n the exi sti ng pavement . Wen necessary tomsmatch the j oi nts i n the overl ay and the exi sti ng pavement, theoverl ay pavement w l l be rei nforced w th the mni mum0. 05 percentsteel . The steel w l l be pl aced i n two rectangul ar di recti ons for adi stance of at l east 3 feet on each si de of the msmatched j oi nt i n theexi sti ng pavement . The steel w l l , however, not be carri ed through anyj oi nt i n the overl ay except as permtted or requi red by paragraph 3-6 .I f the j oi nt pattern i n the exi sti ng pavement i s hi ghl y i rregul ar, orruns at an angl e to the desi red pattern i n the overl ay, the enti reoverl ay sl abs w l l be rei nforced i n both the l ongi tudi nal andtransverse di recti ons . Wen a bond-breaker course i s pl aced betweenthe exi sti ng pavement and overl ay, rei nforcement of the overl ay overmsmatched j oi nts i s not requi red, except for msmatched expansi onj oi nts .

c . Rei nforcement of pavements i ncorporati ng heati ng pi pes . J Cpavements, such as hangar f l oors that i ncorporate radi ant heati ngsystem w thi n the concrete, are subj ect to extreme temperaturechanges . These temperature changes cause thermal gradi ents i n theconcrete that resul t i n stresses of suff i ci ent magni tude to causesurface cracki ng. To control such cracki ng, these pavement sl abs wl lbe rei nforced w th a mni mumof 0 . 05 percent steel pl aced i n thetransverse and l ongi tudi nal . di recti ons .d . Rei nforcement of sl abs contai ni ng uti l i ty bl ockouts . The mni mumof 0 . 05 percent steel rei nforcement i s requi red i n J C pavement sl abs

contai ni ng uti l i ty bl ockouts, such as for hydrant refuel i ng outl ets,stormdrai n i nl ets, and certai n types of f l ush l i ghti ng f i xtures . Theenti re sl ab or sl abs contai ni ng the bl ockouts wl l be rei nforced i n tworectangul ar di recti ons .3-4. J RC pavements i n frost areas . Normal l y, J C pavements i n frostareas w l l be desi gned i n accordance w th EM 1110-3-138 andrei nforcement w l l be unnecessary . There may, however, be speci ali nstances when i t w l l be di rected that the frost desi gn cri teri a wl lnot be used . Typi cal of such i nstances are : desi gn of new pavementsto the strength of exi sti ng pavement when the exi sti ng pavement doesnot meet the frost desi gn requi rements, and desi gn of an i nl ay secti onof adequate strength pavement i n the center porti on of an exi sti ngrunway when the exi sti ng pavement does not meet the frost desi gn

3-6

7/28/2019 EM-1110-3-142

49/83

requi rements . I n such i nstances, the new pavements wl l be rei nforcedwth a mni mumof 0 . 15 percent steel . The mni mum0. 15 percent steelwl l be pl aced i n each of two di recti ons (transverse and l ongi tudi nal )an the sl ab . The rei nforci ng steel i s requi red pri mari l y to controlcracki ng that may devel op because of di fferenti al heavi ng . Thepavement thi ckness may be reduced and the maxi mumsl ab l ength,consi stent wth the percent steel , may be used as outl i ned i n paragraph3-3 . Longer slabs wl l hel p reduce roughness, -that may resul t fromfrost acti on . Greater percentages of steel rei nforcement may be usedwhen i t i s desi red to reduce the pavement thi ckness more than i sal l owabl e for the requi red mni mumpercentage of steel . Rei nforcedri gi d pavement may be consi dered i n frost areas to reduce the requi reddepth of nonfrost-suscepti bl e base course materi al . However,rei nforcement wl l onl y be consi dered for thi s condi ti on when there i san i nadequate source of sui tabl e base course materi al s or when speci alprocessi ng of exi sti ng materi al s woul d be requi red3-5. Rei nforcement steel .

EM 1110-3-1429 Apr 84

a . Type of rei nforcement steel . The rei nforcement steel may beei ther deformed bars or wel ded wre fabri c . Tabl e 3-1 summari zes thecross-secti onal areas and wei ghts of wres .b . Pl acement of rei nforcement steel . The rei nforcement steel wl l

be pl aced at a depth of 1/4 hdr pl us 1 i nch fromthe surface of therei nforced slab . Thi s wl l pl ace the steel above the neutral axi s ofthe sl ab and wl l al l ow cl earance for dowel bars . The wre or barsi zes and spaci ng shoul d be sel ected to gi ve, as nearl y as possi bl e,the requi red percentage of steel per foot of pavement wdth or l ength .I n no case shoul d the percent steel used be l ess than that requi red byf i gure 3-1 . Two l ayers of wre fabri c or bar mat, one pl aced di rectl yon top of the other, may be used to obtai n the requi red percent ofsteel ; however, thi s shoul d onl y be done when i t i s i mpracti cabl e toprovi de the requi red steel i n one l ayer . I f two l ayers of steel areused, the l ayers must be fastened together (ei ther wred or cl i pped) toprevent excessi ve separati on duri ng concrete pl acement . When therei nforcement i s i nstal l ed and concrete i s to be pl aced through the mator fabri c, the mni mumcl ear spaci ng between bars or wres wl l be1-1/ 2 ti mes the maxi mumsi ze of aggregate . I f the str i ke-off method i sused t o pl ace the rei nforcement (l ayer of concrete pl aced and struckoff at the desi red depth, the rei nforcement pl aced on the pl asti cconcrete, and the remaini ng concrete pl aced on top of therei nforcement), the mni mumspaci ng of wres or bars wl l not be l essthan the maxi mumsi ze of aggregate . Maxi mumbar or wre spaci ng shoul dnot exceed 12 i nches or the sl ab thi ckness . Fi gure 3-3 shows thetypi cal detai l s of sl ab rei nforcement wth wre fabri c or bar mats .The bar mat or wre fabri c wl l be securel y anchored to prevent forwardcreep of the steel mats duri ng concrete pl acement and f i ni shi ngoperati ons . The rei nforcement shal l be fabri cated and pl aced i n such amanner that the spaci ng between the l ongi tudi nal wre or bar and the

3- 7

7/28/2019 EM-1110-3-142

50/83

EM 111 0 . -3-1429 Apr 84

U . S . Army Corps of Engi neers

Tabl e 3-1 . Wel ded Wre Fabri csSi zeNo. Nomnal Dameter,i nches Nomnal Area,square i nchesW31 0. 628 0 . 310W30 0. 61 . 8 0 . 300W28 0. 597 0 . 28 : 0W26 0 . 575 0. 260W24 0 . 553 0 . 240W22 0 . 529 0 . 220W20 0 . 505 0 . 200W18 0 . 479 0 . 180W16 0 . 451 0 . 160W14 0 . 422 0 . 140W 12 0 . 391 0. 120W10 0 . 357 0. 100W8 0 . 319 0. 080W 7 0 . 299 0070W6 0 . 276 0 . 060W 5 . 5 0 . 265 0 . 055W 5 0 . 252 0 . 050W4 . 5 0 . 239 0. 045W4 0 . 226 0 . 040W3 . 5 0 . 211 0. 035W3 0 . 195 0. 030W2 . 5 0. 178 0. 0, 25W2 0. 160 0 . 020W 1 . 5 0. 138 0 . 015W 1 . 2 0. 124 O. Q12W 1 0. 113 0 . 010W0. 5 0 . 080 0 . 005

7/28/2019 EM-1110-3-142

51/83

STEEL CARREDTOWTHN3" OF JONTBUTNOTTHROUGH

diSTEEL CARREDTOWTHN3 OF JONTBUTNOTTHROUGJ ONT

3- 9

EM 1110-3-1429 Apr 84

MAXPROECTION- %2WREORBARSPACNG

i""""rr""rI ITRANSVERSE CONTRACTION I J RANSVWREORBAR SPACNG(DUMMY) JONT LLONGWREGAGEORBARDADETALOF SLAB DETAL_OFWREREI NFORCEMENT FABRC_OR-BARMAT

YYYYYYY--YY--YYY YYYYYYYYYYYYYYYYJ' -DOWEL TRANSVDUMMYJ ONT REINFSTEELodDENOTES DOWELDAMETER h

SECTIONAA 4+u

, Y, j ( YYYY hour&AYYYYYY(ZYd4YYYYYY~YiYVJONT STEELONGCONST REtNF STEEL

h r~d-F*dDENOTESDOWELDAMETER2 ~L SECTIQN-8-BMAXSPACNG= %2 OFWREORBARSPACNGI N REINF MATORFABRC

vIY ~Y"iYl=YYYYYVY YYYYYYYYYYYY hOVVI VNWTE~ drq ~ THROUGHLANYJONTEXCEPT-ASARa3) I N

DETAL FOR TERMNATION OF STEEL AT JONTNOTES 1 . hdr denotes JRC pavement desi gn thi ckness .

2 . Rei nforced steel wl l not be carri ed throughany j oi nt except as noted i n para 3-6a .3 . Al joints i n J RC pavements dowel ed exceptas noted i n para 3-6a .

. 4 . Dowel si ze, spaci ng and l ength determned frompara 2-3a(5) usi ng JRC pavement thi ckness, h, dr.

U S . Army Corps of Engi neersFIGURE 3-3 . REINFORCEMENT STEEL DETALS

LENGTHOF FABRCTI P TOTIPOF LONGWREORMATORBARw! ( oz 1 f l~WaQGmy WO~O I I I 11080 -FWA NEEl a " """ Z-C

U~3 "iii l egOP-6 wwwwF - z I i ~ i l l i l i i l i i0Goz !!>~~Zd3!~27""N3 9 rrim~~rcm~

7/28/2019 EM-1110-3-142

52/83

EM 1110-3-1429 Apr 84

l ongi tudi nal j oi nt, or between the transverse wre or bar and thetransverse j oi nt, wl l not exceed 3 i nches or one hal f of the wre orbar spaci ng i n the fabri c or mat (fi g 3-3) . The wres or bars wl l bel apped as fol l ows :

(1) Deformed steel bars wl l be overl apped for a di stance of atl east 24-bar di ameters, measured fromthe ti p of one bar to the tip ofthe other bar . The l apped bars wl l be wred or otherwse securel yfastened to prevent separati on duri ng concrete pl acement .(2) Wre fabri c wl l be overl apped for a di stance equal to atl east one spaci ng of the wre i n the fabri c or 32-wre di ameters,whi chever i s the greater . The l ength of l ap i s measured fromthe ti pof one wre to the ti p of the other wre normal to the l ap . The wres

i n the l ap wl l be wred or otherwse securel y fastened to preventseparati on duri ng concrete pl acement .3-6 . J oi nti ng .

a . Requi rements . Fi gures 3-4 through 3-6 present detai l s of j oi ntsi n J RC pavements . J oi nt requi rements and types i n J RC pavement wl l bethe same as for the J C pavements except for the fol l owng:(1) Al l j oi nts, wth the excepti on of thi ckened-edge-type j oi ntsand transverse constructi on j oi nts, fal l i ng at a poi nt other than at a

regul arl y schedul ed transverse contracti on j oi nt, wl l be dowel ed . Oneend of the dowel wl l be pai nted and oi l ed or greased t o permtmovement at the j oi nt .(2) Thi ckened-edge-type j oi nts (expansi on, butt, or sl i p) wl lnot be dowel ed . The edge wl l be thickened to 1-1/4 hdr .(3) When a transverse constructi on j oi nt i s requi red wthi n arei nforced slab uni t, the rei nforci ng steel wl l be carri ed through thej oi nt . I n addi ti on, dowel s meeti ng the si ze and spaci ng requi rementsof tabl e 3-1 for the desi gn thi ckness hdr wll be used i n the j oi nt .(4) Maxi mumspaci ng of transverse contracti on j oi nts orl ongi tudi nal constructi on j oi nts wl l be determned i n accordance wthparagraphs 2-3a and 2-3b .

b . J oi nt seal i ng . J oi nt seal i ng for J RC pavements wl l be the sameas for the J C pavements (para 2-3f) . The use of preformed compressi onseal ants wl l be requi red when the j oi nt spaci ng exceeds 50 feet .

7/28/2019 EM-1110-3-142

53/83

SAWED

; J ONT SEALANT ( SEE NOTE2). ` . " , SEE NOTE IVg " MN-WMAX

NOTE

. DOWEL-ONE END PAI NTEDANDOI LED OR GREASEDSEE- PARA 2- 3d5) FORSI ZE ANDSPACI NG -


TABLE I

Nonabsorpti ve materi al requi red t oprevent j oi nt seal ant fromfl owngi nto sawcut and t o separatenoncompati bl e mteri al s .

2 . J oi nt seal ant my be pourabl e orpreformed type (see para 2-3e) .3 . Preformed fi l l er my be fi berboardor other approved mteri al whi ch canbe sawed or whi ch can have a secti on

removed t o forma seal ant reservoi r .

REI NFORCI NG STEEL I SCARRIEDTHROUGHJ OI NT

LONG TUDNAL

*dDENOTES DOWEL DAMETER

3- 11

J OI NT SEALANT: P : i : s i . W: i ~: . " ' ~ : ' eREI NFORCI NGSTEEL

EM 1110-3-1429 Apr 84

PREFORMED

TRANSVERSE REI NFORCI NG STEEL I S NOTJ OI NT SEALANT CARRIED THROUGH J OI NT

FIGURE 3-4 . CONTRACTI ON J O NTS FOR J RC PAVEMENTS

4- - J OI NT SEALANT, ' , ; n' ( SEE NOTE 2): ~ , ; PREFORMED; . FI LLER MATERIAL( SEE NOTE 3)

EI THER ONE PI ECE ORTHREADEDSPLI T TYPEDOWELS MAY BEUSED

CONTRACTI ON DMENSIONS, I n .J OI NTSPACI NG f t . W D25-50 3/ 4 * - VI 6 1 - 1 / 4 * - 06

>50-100 1 t 1 / 1 61 - 1 1' 2 ! ' 1 / 1 6

VN s" >: : 0, " " : 0 :r " 3 MAX "' MAX vL

. , . . ' . a , " 0 '

7/28/2019 EM-1110-3-142

54/83

EM 1110-3-1429 Apr 84

DOWLED TRANSVERSE

*dDENOTESDOWLEDDAMETEREITHERONEPIECE OR THREADBWSPLI T TYPEDOWLSMAYBEUSED

REINFORCINGSTEEL I SCARR EDTHROUGH JONT

DOWL-BOTHENDSUNPA NTEDANDNOTOLED-NORGREASED SEEPARA2-30(5) FOR SIZEAND SPACING

NOTE 1 Thi s detai l wl l be used onl y when atransverse constructi on j oi nt i s requi redat a l ocati on other than a regul arl y schedul edtransverse contracti on j oi nt .

RENFORCEDSTEEL I S NOTCARRI ED THROUGH J ONT

JONT SEALANT(SEENOTES2AND3)REINFORCEDSTEEL I S NOTCARR EDTHROUGH JONT-

THCKENEDEDGE LONGTUDNAL DOWLED TRANSVERSE( 4)OR LONGTUDNAL

JTRANS JTS, SEETABLE IW LONG J TS 12" 1/16"

NOTE : A tol erance of pl us or mnus 116 i nch maybe al l owed for key dimensi ons and l ocati on .

3-12

KEYEDANDTIEDLONGTUDNALTRANS J TS SE TAB . E IJONTSEALANT ( ' 1 LONG JTS I / 2 2116(SEENOTES2AND3)

NOTE A tol erance of plus or mnus 1/16 i nch maybe al l owed for key dimensions and l ocati on

JONTSEALANT LONG JTSj%16~LE 1(SEE NOTES 2AND31

*d DENOTES DOWL DAMETER EI THERDOWLSMAYBEUSED SPLI T TYPE

DOWL-ONEENDPANTEDANDOLEDSEEPARA2-3a(5) FORSI ZE ANDSPACING

SQTts 4 Thi s detai l wl l be usedwhen a transverse .eoestrueti cn j oi nt i s requi red at a regularl yschedul ed transverse contracti on j oi nt .

KEYEDTHCKENEDEDGE LONGTUDNAL SPECIAL JONT BETWENNEWANDEXSTNGPAVEMENTS

NO5 DEF STEEL BARS, 2' LONGSPACEDONI' -6" CENTERS ANDPLACEDPARALLEL TOTHCKENEDEDGETop of j oi nt seal ant wl l be 14 i nchpl us or mnus 1/16 i nch bel owtop ofpavemnt .J oi nt seal ant may be pourabl e or preformedtype (See pars 2-3e) .

U S . Army Corps of EngineersFI GURE 3 - _ ` > . CONSTRUCTI ON J ONTS FOR J RC PAVEMENTS

REINFORCINGSTEEL

TABLE IDSTANCEBETWEN

NOTE 2 .JONTS (SLAB LENGTH) WOR WDTH FT INCHES _ I NCHES

UPTO50 I / 2 1/ 8 I / 2 1/ 8 :TOTE 3 .51 TO 100 3/ 4 I / 8 S/4 I / 8

7/28/2019 EM-1110-3-142

55/83

7/28/2019 EM-1110-3-142

56/83

CHAPTER 4J ONTEDFIBROUS CONCRETE (J FC) PAVEMENT DESIGN

EM 1110-3-1429 Apr 84

4-1 . Basi s of desi gn . The desi gn of J FC pavement i s based uponl i mti ng the rati o of the concrete f l exural strength and the maximumtensi l e stress at the j oi nt, wth the l oad ei ther paral l el or normal tothe edge of the sl ab, to a val ue found to gi ve sati sfactory performancei n ful l -scal e accel erated test tracks . Because of the i ncreasedf l exural strength and tenaci ty at cracks that devel op i n the f i brousconcrete, the thi ckness can be si gni f i cantl y reduced ; however, thi sresul ts i n a more f l exi bl e structure, whi ch causes an i ncrease i nverti cal def l ecti ons as wel l as i n the potenti al for densi f i cati onand/or shear fai l ures i n the foundati ons, pumpi ng of the subgrademateri al , and j oi nt deteri orati on . To protect agai nst these l atterfactors, a l i mti ng verti cal def l ecti on cri teri on has been appl i ed tothe thi ckness devel oped fromthe tensi l e stress cri teri a .4-2. Uses . Al though several types of f i ber have been studi ed forconcrete rei nforcement, most of the experi ence has been wth steelf i bers, and the desi gn cri teri a presented herei n are l i mted to steelf i brous concrete . Fi brous concrete i s a rel ati vel y newmateri al forpavement constructi on and l acks a l ong-time performance hi story . Themaj or uses to date have been for thi n resurf aci ng or strengtheni ngoverl ays where grade probl em restri ct the thi ckness of overl ay thatcan be used . The use of J FC pavement shoul d be based upon the timesaved and the avai l abi l i ty of the materi al s i nvol ved .4-3 Mx proporti oni ng consi derati ons . The desi gn mx proporti oni ngof f i brous concrete wl l be determned by fi el d testi ng when time i savai l abl e . Oherwse, prel imnary esti mates must be made . Thefol l owng are offered as gui des and establ i sh l imts where necessaryfor the use of the desi gn cri teri a i ncl uded herei n .

a . The cri teri a contai ned herei n are based upon f i brous concretecontai ni ng 1 to 2 percent by vol ume (100 to 250 pounds) of steel f i bersper cubi c yard of concrete, and f i ber contents wthi n thi s range arerecommended .

b . Most experi ence to date has been wth f i bers 1 to 1-1/2 i nchesl ong, and for use of the cri teri a herei n, f i ber l engths wthi n thi srange are recommended .c . For proper mxi ng, the maximumaspect rati o ( l ength to di ameteror equi val ent di ameter) of the f i bers shoul d be about 100 .d . The l arge surface area to vol ume rati o of the steel f i bersrequi res an i ncrease i n the paste necessary to i nsure that the f i bersand aggregates are coated . To accompl i sh thi s, cement contents of 750

to 900 pounds per cubi c yard of concrete are recommended . The cement

7/28/2019 EM-1110-3-142

57/83

EM1110-3-1429 Apr 84

content may be al l portl and cement or a combinati on of portl and cementand up to 25 percent f l y ash or other pozzol ans .e . Maximumsi ze coarse aggregates shoul d fal l between 3/8 and 3/4i nch . The percent of coarse aggregate (of the total aggregate content)can vary between 25 and 60 percent .

4-4. Thi ckness determnati on . The requi red thi ckness of J FC pavementwl l be a functi on of the desi gn concrete f l exural strength R, themodul us of soi l reacti on k, the thi ckness hb and f l exural modul us ofel asti ci ty Ef s of stabi l i zed materi al i f used, the ai rcraf t gross l oad,the vol ume of traf f i c, the type of traf f i c area, and the al l owabl everti cal def l ecti on . Wen stabi l i zedmateri al i s not used, therequi red thi ckness hdf of J FC i s determned di rectl y f romtheappropri ate charts, f i gures 4-1 through 4-3 (curves for A r Forcel i ght, medi um heavy l oad, and short f i el d, f i gures 4-4 through 4-7,are i ncl uded for reference) . I f the base or subgrade i s stabi l i zed andmeets the mnimumstrength requi rements of EM1110-3-137, thestabi l i zed l ayer wl l be treated as a l owstrength base, and the desi gnwl l be made usi ng the equati on gi ven i n paragraph 2-2b of this manual .The resul ti ng thi ckness, hdf or hdof , wl l be rounded upward to thenearest hal f or ful l i nch . The rounded thi ckness, hdf or hdof , wl lthen be checked for al l owabl e def l ecti on i n accordance wth paragraph4-5 . The mnimumthi ckness for J FC pavements wl l be 4 i nches .4-5 . A l owabl e def l ecti on for JFC pavement . The el asti c def l ecti onthat J FC pavements experi ence must be l imted to prevent overstressi ngof the foundati on materi al and thus premature fai l ure of the pavement .Curves are provided ( f ig 4-8 through 4-10) for the computati on of theverti cal el asti c def l ecti on that a pavement wl l experi ence whenl oaded . Use of the curves requi res three di f ferent i nputs : sl abthi ckness, subgrade modulus, and gross wei ght of the desi gn ai rcraft .The sl ab thi ckness i s that which i s determned fromparagraph 4-4above . The computed verti cal el asti c def l ecti on i s then compared wthappropri ate al l owabl e def l ecti ons determned fromtabl e 4-1 or, i n thecase of shoul der desi gn, wth an al l owabl e def l ecti on val ue of 0 . 06i nch . I f the computed def l ecti on i s l ess than the al l owabl edef l ecti on, the thi ckness meets al l owabl e def l ecti on cri teri a and i sacceptabl e . I f the computed def l ecti on i s l arger than the al l owabl edef l ecti on, the thi ckness mst be i ncreased or a newdesign i ni ti atedwth a di f ferent val ue for ei ther R or k . The process must be repeatedunti l a thi ckness based upon the l imti ng stress cri teri on wl l al sohave a computed def l ecti on equal to or l ess than the al l owabl e val ue .

7/28/2019 EM-1110-3-142

58/83

10

BMW "xZs"""": "wW~! """"""""""""" ""SNOW Nos e e ' SWNW

""""~""\~~~ZENNzMqw==I Y YY ~I Y Y I Y I Y" ~ I Y W~ ' ~Y I Y WI :" t l Y Y I W I :" I Y Y I W I W 1 Y i

"/"""""""/ W!%ANNZ- 0'" - """"""". ' ~ ~ ~ i A A A l l l l l l l l l l l ~ l l l ~ l l l l l l l l l l l l l l l l l l l l l ~ l l l l l l l l l l l l l ~ l I I I I I I I " 1 1M NU S Amy Corps of Engineers

Q W t i f 0 I A4sd `H. L9N3211S - l va41X3- l dFI GURE 4-1 . FI BROUS CONCRETE PAVEMENT DESIGN CURVES FOR ARMY CLASS I PAVEMENTS4-3 .

EM 1110-3-1429 Apr 84 N

CDZYU

7/28/2019 EM-1110-3-142

59/83

EM 1110-3-1429 Apr 84

004U . S . Army Corps of Engi neers

0 0 0 0 00 OD D 0 852 mls~H19N3US - i vmnX3' l J

FI GURE 4-2 . FI BROUS CONCRETE PAVEMENT DESIGN CURVES FOR ARMY CLASS I I PAVEMENTS4-4

7/28/2019 EM-1110-3-142

60/83

gmmeammmmmmmmmmmommamma""""""""""""%Rome """m""""""us~~m """"""""""Ron go - . . """""""""1 4 4 h . . 1 1 6 1 ammmmmmom""""\m\"""""""" ' \"""O\"""""/""" , ~x""\u""""""""""' ~a'mo " a I /""m - -MEN WMENNNOmml l 111! l 11111l I l 1l 11111l 111~11l 11~111l 11l 11111l 1111l 1111111111l 11~1l 11111l l l f l l l l l l l l A ti1m""" k6m amummmmmmmmm""""" \ `"~""""m"/""""" ~"""m%""""""" . ~""a"""W"%mmmmmmmm""""""""""! i10@mri fmI"f""Romm WWsommmmn.10"Nom ftwAMR-MON~11111111111111111111111111111111111l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I RI I I I I I I I I I I I ~

9) i t M O O ~ i 2 c0 0l ed `HJN3a1S l vHnX3'1 4

EM1110-3-1429 Apr 84

WZNYUNZWWaa

U . S . Ar my Cor ps of Engi neer sFI GURE 4- 3 . FI BROUS CONCRETE PAVEMENT DESI GN CURVES FOR ARMY CLASS I I I PAVEMENTS4- 5

7/28/2019 EM-1110-3-142

61/83

E M 1 1 1 0 - 3 - 1 4 29 A p r 8 4

O O O o 0O- O m CD r ~ c oa d `HSN381S ' 1178( 1X3' 13Army Corps of Engi neers

FI GURE 4-4 . FI BROUS CONCRETE PAVEMENT DESIGN CURVESFOR AR FORCE LI GHT-LOADPAVEMENTS4-6

NWZYUF-

i v.IN Mon-

al 001I N,e

7/28/2019 EM-1110-3-142

62/83

M' 00 ' u! `SS3NA3IH1 LN3YY3AVd01 o - NMv i n t D

0 0 0 0 0 0 0 00to I t M - O 0> CO 1- c00I sd `H JN3a1S "l vanxmdU S Army Corps of EngineersFI GURE 4-5 . FIBROUS CONCRETE PAVEMENT DESIGN CURVESFOR AR FORCE MEDIUMLOAD PAVEMENTS

4-7

OD

EM 1110-3-14P9 Apr 84O-NN

s\'1

s

wm

7/28/2019 EM-1110-3-142

63/83

EM 1110-3-1429 Apr 84

' u! `SS3NX3HL LN3W3AWd0 c y I t w OD 0 C - i l w 0

0 8 0 00 0 00 00 0 00 00 v K) N - 2 0 CDS . Army Corps of Engi neers pd'HSN%SunnoFI GURE 4-6 . FIBROUS CONCRETE PAVEMENT DESIGN CURVESFOR AR FORCE HEAVY-LOAD PAVEMENTS

4- 8

7/28/2019 EM-1110-3-142

64/83

g 0 0 0 0! Q cv m 8! s d `HON381S 111811X3"1 - 4

U S . Army Corps of Engi neersFI GURE 4-7 . FI BROUS CONCRETE PAVEMENT DESIGN CURVESFOR AR FORCE SHORT FI ELD PAVEMENTS

4- 9

EM 1110-3-1429 Apr $4

0MNt DNet eN-NNNNWZUHI -Wa

NOONmomI

I

II I. I MEN

.Wl . . l v . vuII II I I

k : 25 50100

00 200400 500 - iI I I A1111 ] 1 1 1 11, 111111

y

7/28/2019 EM-1110-3-142

65/83

7/28/2019 EM-1110-3-142

66/83

cNWZYUSF -mQJN

16

15

14

13

1 2

10

9

8

7

6

5

EM 1110-3-1429 Apr 84

4U S . Army Corps of Engi neers

FI GURE 4-9 . DEFLECTION CURVES FOR CLASS I I PAVEMENTS

0. 12

0

8

c2OWJWW

5

3

2

01

11111MEN o i l 0112MENEEMEN o,ANAIMm

I

OD

MEMO5AjMMMoooa04m~no .

7/28/2019 EM-1110-3-142

67/83

EM 1110-3-1429 Apr 84

. c -

c oNWxmaJ

16

15

1 4

13

12

10

9

8

7

6

5

4U S . Army Corps of Engi neers

FI GURE 4-10 DEFLECTI ON CURVES FOR CLASS I I I PAVEMENTS4-12

0. 30

0. 25

0. 20

0 . 10

OD5

0

CZO

w0

~n i nn~

11~~11" ' r

7/28/2019 EM-1110-3-142

68/83

4-6 J oi nti ng The j oi nt types and desi gns di scussed i n paragraph 2-3general l y appl y to J FC pavement . The tenaci ty of the f i brous concretedoes af ford some vari ati ons i n al l owabl e j oi nt spaci ngs, and themaxi mumj oi nt spaci ng becomes a functi on of the l oad-transfermechani sm For the mx proporti oni ngs di scussed i n paragraph 4-3, themaxi mumspacing of j oi nts (transverse and/or l ongi tudi nal ) wl l be asfol l ows :_ MaximumSpacing, feetThi ckness, i nches Dowel ed Undowel ed

Greater than 6 100 50Longi tudinal constructi on j oi nts may be ei ther doweled, keyed and ti ed,or thi ckened-edge wth a key, i n whi ch case the key dimensi ons wl l bebased upon the thi ckened-edge thi ckness . The keyed and ti edconstructi on j oi nt wl l be l imted to a wdth of 100 feet . For wdthsgreater than 100 feet, combi nati ons of keyed and ti ed, doweled, orthi ckened-edge-type j oi nts may be used . Seal i ng of j oi nts i n f i brousconcrete wl l fol l ow the cri teri a presented i n paragraph 2-3f exceptthat preformed compressi on seal ants are recommended for j oi nts spacedgreater than 25 feet, and are requi red when the j oi nt spacing exceeds50 feet .

EM 1110-3-1429 Apr 84

Tabl e 4-1 . Limti ng El asti c Def l ecti ons for J FC PavementsTraf f i c Limti ng Def l ecti on, I nPasses Cl ass I Cl ass I I Cl ass I200 . 180 . 155 . 1551,000 . 130 . 110 . 1105, 000 . 090 . 075 . 07525, 000 . 065 . 060 . 06050, 000 . 060 . 055 . 05575, 000 . 055 . 050 . 050100,000 . 055 . 050 . 050500, 000 . 050 . 050 . 0501, 000, 000 . 050 . 050 . 050

7/28/2019 EM-1110-3-142

69/83

CHAPTER 5OVERLAY PAVEMENT DESIGN

5-1 . . General . Two general types of overl ay pavement are consi dered :ri gi d and nonri gi d . The procedures descri bed wl l use ri gi d overl aysto strengthen exi sti ng ri gi d or f l exi bl e pavements and nonri gi doverl ays to strengthen exi sti ng ri gi d pavements . Procedures arepresented for the desi gn of j oi nted concrete (J C), j oi nted rei nforcedconcrete ( J RC), f i brous concrete (FC), and nonri gi d overl ays . Nonri gi doverl ays i ncl ude both f l exi bl e (nonstabi l i zed base and bi tumnousconcrete weari ng course) and al l -bi tumnous concrete for strengtheni ngexi sti ng J C or J RC pavements . Fl exi bl e overl ays wl l be used onl y whenthe nonstabi l i zed aggregate base course can be posi ti vel y drai ned .Resurfacing of ri gi d pavements wth thi n, bonded ri gi d overl ays ( l essthan 4 i nches) are not to be consi dered for strengtheni ng of exi sti ngpavements .5-2 . Si te i nvesti gati ons . Expl orati ons and tests of the exi sti ngpavement wl l be made to determne the structural condi ti on of theexi sti ng pavement pri or to overl ay, assess the requi red physi calproperti es of the exi sti ng pavement and foundati on materi al s, andl ocate and anal yze al l exi sti ng areas of defecti ve pavement andsubgrade that wl l requi re special treatment . The determnati on of thestructural condi ti on and requi red physical properti es of the exi sti ngpavement wl l depend upon the type of overl ay used as descri bed i nsubsequent paragraphs . An i nvesti gati on wl l be conducted to determnewhether there are any voi ds under the exi sti ng ri gi d pavement . Thi si nvesti gati on i s especi al l y important i f there has been, or i s, anyevi dence of pumpi ng or bl eedi ng of water at cracks, j oi nts, or edges ofthe exi sti ng ri gi d pavement . I f voi ds are found under the exi sti ngri gi d pavements, they wl l be grouted before the overl ay i s pl aced .The resul ts of the i nvesti gati on, especi al l y the nondestructi ve tests,may show rather l arge vari ati ons i n the strength of the exi sti ngpavement and may l ead to more extensi ve testi ng t o determne the causeof the vari ati on . I t wl l then be necessary to determne thefeasi bi l ty and economcs of usi ng a vari abl e thi ckness overl ay, basi ngthe desi gn on the l ower strength pavement secti on, or removing andrepl aci ng the l owstrength pavement areas .5-3 . Preparati on of exi st i ng pavement . The preparati on of theexi sti ng pavement pri or to overl ay wl l depend upon the type ofoverl ay, as fol l ows :

a . R gi d overl ay . Overl ay thi ckness cri teri a are presented for twocondi ti ons of bond between the ri gi d overl ay and exi sti ng ri gi dpavement : parti al l y and nonbonded . The parti al l y bonded condi ti on i sobtai ned when concrete i s cast di rectl y on concrete wth no specialef forts to achi eve or destroy bond. The nonbonded condi ti on i sobtai ned when the bond i s prevented by an i nterveni ng l ayer of

EM 1110-3-1429 Apr 84

7/28/2019 EM-1110-3-142

70/83

EM 1110- 3-1429 Apr 84

materi al . When a parti al l y bonded ri gi d overl ay i s to be used, theexi sti ng ri gi d pavement wl l be cl eaned of al l forei gn matter (oi l ,pai nt, etc . ) , spal l ed concrete, extruded j oi nt seal , bi tumnouspatches, or anythi ng el se that woul d act as a bond-breaker between theoverl ay and exi sti ng ri gi d pavement . When a nonbonded ri gi d overl ay i sbei ng used, the exi sti ng ri gi d pavement w l l be cl eaned of al l l ooseparti cl es and covered w th a l evel i ng or bond-breaki ng course ofbi tumnous concrete, sand-asphal t, heavy bui l di ng paper, pol yethylene,or other si ml ar stabl e materi al . The bond-breaki ng medi umgeneral l yshoul d not exceed a thi ckness of about 1 i nch except i n the case ofl evel i ng courses where greater thi cknesses may be necessary. When ari gi d overl ay i s bei ng appl i ed to an exi sti ng fl exi bl e pavement, thesurface of the exi sti ng pavement w l l be cl eaned of l oose materi al s andany pothol i ng or uneveness, exceedi ng about 1 i nch, w l l be repai red byl ocal i zed patchi ng or the appl i cati on of a l evel i ng course usi ngbi tumnous concrete, sand-asphal t, or siml ar materi al .b . Nonri gi d overl ay . When a fl exi bl e overl ay i s used, no speci altreatment of the surface of the exi sti ng ri gi d pavement w l l berequi red, other than the removal of l oose materi al . When anal l -bi tumnous concrete overl ay i s used, the surface of the exi sti ngri gi d pavement wl l be cl eaned of al l forei gn matter, spal l ed concrete,

fat spots i n bi tumnous patches, and extruded soft or spongy j oi nt sealmateri al . J oi nts or cracks l ess than 1 i nch wde i n the exi sti ng ri gi dpavement w l l be fi l l ed wth j oi nt seal ant . J oi nts or cracks that are1 i nch or greater i n wdth w l l be cl eaned and fi l l ed w th anacceptabl e bi tumnous mxture (such as sand-asphal t) whi ch i scompati bl e w th the overl ay . Wedge courses of bi tumnous concrete w l lbe used to bri ng the exi sti ng ri gi d pavement to proper grade whenrequi red . Pri or to pl acing the al l -bi tumnous concrete overl ay, a tackcoat wl l be appl i ed to the surface of the exi sti ng pavement .5-4 . Condi ti on of exi sti ng ri gi d pavement . The support that theexi sti ng ri gi d pavement wl l provi de to an overl ay i s a functi on of i tsstructural condi ti on j ust pri or to the overl ay . I n the overl ay desi gnequati ons, the structural condi ti on of the exi sti ng ri gi d pavement i sassessed by a condi ti on factor C . The sel ecti on of a val ue of C i s aj udgment deci si on, whi ch i s somewhat arbi trary ; however, to provi de amor e uni formassessment of the val ue, the fol l ow ng con

Documents

EM-1110-3-142