Stabilization of Silt and Clay Soils

7/22/2019 Stabilization of Silt and Clay Soils

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Stabilization of silt and clay soils

for selected sites in Hilla city by

(cement , hydrated lime)

A Thesis

Submitted to the Council of the College of Science,

University of Baghdad in Partial Fulfillment of the

Requirements for the Degree of Master of Science in

Geology Engineering Geology

By

Abdul-kareem H. Abud Jumber Alrobaiee

Supervised By

Ass. Prof.

Dr. Saad N. Al-Saadi

Ass. Prof.

Dr. Amer A. Al-Kaldiy

1429 2008


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B

bst r ct

Most of subgrades of Hilla city are clayey silt soils, these soils areweak because of lack in its cohesion.

This investigation is conducted to study the effects of adding

(traditional stabilizers) (cement or hydrated lime) on stabilization and

bearing of the soil in some sites of Hilla city .

Three types of soils were selected from different sites , of Hilla city

from surface(Shallow depths) were used in this study.

Different ratios of cement were added (5%, 8%, 13% and 15% by

weight of dry soils)., and different ratios of (HL) were used (3% ,5%, 7%,

and 9 % by weight of dry soils).

All soil specimens were exposed to same curing conditions

(curing temperature 28-30c), different curing times (3, 7, 14, and 28 days)

and mellowing time (0) min.

All natural soil specimens were tested by physical, engineering,

and mineral tests before and after adding the traditional stabilizers.

The tests included (Atterberg limits, compaction test, unconfined

compression test), the effect of mellowing time, curing time and the

soaking were used to investigate the unconfined compressive strength.

The experimental results illustrate that , plasticity index and liquid

limit are decreased and plastic limit is increased for soil of (Chamber of

Commerce road shrine of the prophet Ayoob and soil of Hilla-Baghdad

road) when the stabilizer materials (cement or lime) were added, whereas

the soil of street 80 became non- plastic soil with any percentage of

stabilizers .

The results revealed that the maximum dry density is decreased

and the optimum moisture content is increased , when the hydrated Lime

is added but the maximum dry density decreased with cement addition up

to 8%, and it increases very little again with increasing cement content to


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C

(13%) or more whereas the optimum moisture content increases at any

percentage of cement in Hilla-Baghdad road, increases up to 8% in street

80 then decreases and increases up to 13% in the chamber of commerce

raod then decreases.

The results showed that the effect of curing time of soil on the

unconfined compressive strength value in late ages with the stabilizer of

(HL) was lower than that of soil specimens with the stabilizer of

(cement), and the results showed that the unconfined compressive

strength increases with Increasing of (sand percentage) in soil specimens

when traditional stabilizers (cement or hydrated Lime)are added .

Based on the results obtained , it can be concluded that the increase

of cement content leads to clear increase in the unconfined compressive

strength which is higher than that for specimens when the H.L is used,

except that with hydrated Lime (9%) for (street 80) soil, with soil Hilla-

Baghdad road, whereas for chamber of commerce raod soil the

unconfined compressive strength decreased at (7%) using hydrated lime

for 28 days Curing time

It was observed that the soaking with water decreases the

unconfined compressive strength but this reduction is less in later curing

time for the three soils treated with (cement or hydrated lime).

The economical benefit study showed that the traditional stabilizer

(cement) is better than hydrated lime , specially with 8% (cement ) due

to getting better unconfined compressive strength, acceptable and

reasonable costs ,compared with the costs of the other percentages of

cement .


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I

I V VII VIII XI -: -1 -2 -5 -5 --5 --7 -10 -10 -11 -11 --11 --13 --13 --13 --14 --14

-14 --14 --15 --16 -17: - -18

--18


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II

--() 19 20:24: 24: --25 25:

-26-26-28-30-31-33 36:-36--36--37- 40:-40-42 ( : (43 : - -44

--44 --44 --45 --47 -48 50:50-50-


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III

50-51-51-56- -57 57: : 61 64: 65-:

65-65-65-

-65- 65-66

: - -67 --67 --() 68 ---68-68-71-) 72)-

--72--73

-74--74--82


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IV

-90--90 --92

92------

98103--

---

103

---106

-111 --111 --112- -114

-115 - A B-C


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V

- - - -) ) -

- .Limestone - . -. -. -. -) )-- -) .

-. -. -. -

. () - .

-. -()

. -. - . %%-


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VI

() .%% -

.%% - . - (). -

. -

. -() . -. -

.

- () . - . - .

- . ()

-

.


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VII

- )-(

-. -. - . - . -.()-()

. -AASHTO(ASTM,1993). -. -. -. -. -. - ( ) . -

. - -. -% . -% - .-

-) )%

.),(-


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VIII

.--)(%

,( ) .

-

.- -

.-

-

.

- () .

-. -) .) -. -.

AASHTOAmerican Association of StateHighway and Transportation Officials

ASTMAmerican Society for Testing and


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IX

materials

cCohesionC.TCuring TimeCBRCalifornia Bearing RatioGsSpecific GravitykPaKilopascal =kN/m

2= /

L.LLiquid LimitM.D.DMaximum Dry Density

M.TMellowing TimeNCCLRNational Center for Construction

Laboratories and Research

NPNon-plasticO.MOrganic Matter

O.M.COptimum Moisture ContentP.IPlasticity IndexP.LPlastic LimitquUnconfined Compressive Strength

T.S.STotal Soluble SaltsUSCSUnified Soil Classification SystemW.CWater Content W.TWater Table


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- Clayey silt soils

Subgrade ))soft .

: hydro-consolidation cracks swelling

)( Fatigue .))

.

)(traditional stabilizers

.


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- Site of the Study Area( (

) ( .)-) )-()( ))(( )()( )( ) .-(.

) :)-))1978


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) ) :2-1 )1978 (


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) :)3-1))2003


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- of studyThe aim : :

. - -- -)Saco , 1965(

: Durability . -)Abdul-Kareem , 1978( ) CL,ML( Hydrated lime

)( Curing TimeCuring Temperature .


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)-(% %)-.( )-(. -)Ahmad , 1985(

)...(% 95%

LimeHydrated . ) Cohesion .(

-) Al-Tai , 2005( :

Resol - aResol Resorcinol Network -b

Resol Resins -c : . ) shear( ( .%)

--


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-(Eskioglou and Efthmiou ,2000)( (Aridea, Drame ,Grevena , Xanthi

:) ( ) -NaCl( )- -(

. 8-6% : ./17

((Fly ash 17/ ) -NaCl( .

-)Andromalos,et al., 2002( - )(%35-20)) (%23)

Lakeland )(Florida (%12).

Slope stability applications )(Factor of safety ((Static Load


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.

-)Wang, et al.,2003( Parish )Winn Rock Soil) (CaSO4 ()Louisiana( ( ( )Granulated Blast furnace Slag)(BFS(

C)Class C Fly ash()CFA() Silica Fume()SF( )Amorphous Silica)(AS (:

Expansion.

BFS CFA .

C: BFS:ASC:CFA:AS (AS)(SF)(AS)

.

-)Geiman , 2005( : )

Staunton Lynchburg( : ) (. :

Proprietary cementitious stabilizer


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)(Low Dosage Ratio . ( )Water-Cement Ratio

) /( )Plasticity Index/Water-lime Ratio(

.-) Reyes and Pando , 2007() CFBC(

HormiguerosPuerto Rico 4.2m :) CFBC) (

Circulating Fluidized Bed Combustion(

C .

- 5 %() 12.57% CFBC

Plasticity ) ) CFBC

.


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- ).)Mesopotamian Plain) (Buady, 1980Quaternary

deposits floodplain deposits )depression

fill deposits( .))Parsons , 1957 ) )

) .(

- : . )( ) .(

) () ) .-

-.


23/143

)

) . /

)NCCLR( )-()..( .

) ( ) (

)-( ) .(

- .--

) .( )-( )-(

( .)


24/143

) () ) .Abdul- Kareem, 1978

)-()-) .))

() %

()

20.9075.6510.556.2648.44 13.7364.7112.587.4792.9615.4657.6116.828.01123.82

14.549.3923.138.84177.261.7437.9929.2310.14269.50.132.8932.9111.36317.530.032.0534.8211.90348.680.034.3834.4111.46311.2 0.1239.4730.9710.1238.02

3.6249.3525.138.69156.4 12.6362.9117.437.1373.82 18.6374.3812.536.1651.48

-- Temperature


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).( ).(

. --Rain Fall )-( )-(

).( .

( ) .Al-Tawel , 1983

-- Relative Humidity () () )

. ( )-(

).(% ).() .%( .(.(

--Sun Shine ( ) )./()./(


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-(( ) .(

--Evaporation : ( Mzaor,1990(

. )-()()-( ).( ).(

)( .

- Methods of Research--

: Cracks

.

\.NCCLR


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-- : () -

.)-()()( )-( .

) - 80) -- Laboratory work .

. Water Content Specific Gravity Atterberg Limits


28/143

Grain Size Analysis )Soil Classification.(

. %Sulphates Content %GypsumChloride% Total Soluble Salt % (T.S.S)

Organic Matter %%CarbonatespH.

. )X-ray diffraction. (

- ( )

. -

) ) : ( ( Maximum Dry Density Optimum Moisture Content.

( (

)( . - : Mellowing Time Curing Time

Unconfined Compressive Strength.


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)- ( .-Office work

) Microsoft Exeel, Harvard Graphics(.


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--Soil Stabilization--

. : ( (

) ( Johnsonville SouthCarolina)1935(.

)1945- 1939( (Woods , 1960)(Das, 2004 ). . ()Strength(:

Permeability( :) ( )Durability( )( Inglesand Matcalf, 1972)(.


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Bowles, 1984)(

.. .. .. . . .. .. :))1991 .)Compaction(Mechanical stabilization .Cement stabilization .Lime stabilization .Bitumen stabilization .Chemical stabilization . . . --

Mechanical stabilization or compaction :


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: .. .. .)Lambe, 1951( ( Cohesion )( ) )1962:

Lambe ,(. .)(

Laboratory compaction-:

)( Lubrication.

.((Lambe ,1951


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(R.R. Proctor ) 1933 ASTM D- 698 AASHTO T- 99(Lambe ,1951).

.)Modified Proctor Test(ASTM D-1557AASHTO T-180

Lambe and Whitman ,1979)(.

) -( Maximum Dry Density Optimum Moisture Content) -(

(Peck, et al.,1974)


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) :)- ) ( )( Peck, et al.,1974

Modified Proctor test

Standard Procter test

Water content, percent of dry weight


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) :)- (ASTM-D698 ( Peck, et al.,1974

Field compaction-:


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Optimum Moisture Content)()O.M.C(

)-(%

.-1 .Smooth wheel rollers.Rubber tired rollers2-.Sheep foot rollers3-

) .) Maximum Dry Density

)M.D.D( . )-........(=%

Vibratory Compaction- :)(

-Vibroflotation )Granular Soils(

.


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) )Silt

)Gravel()Brown , 1977. (

-) )Pounding

) () (

)Lakas , 1980. ( --Chemical stabilization

: Lime stabilization- :(( Ingles and Matcalf , 1972 . (Shear strength)

(Bearing capacity). .p.I. .. .Workability.


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.. A2-

7,A2-6) (A7,A6,A5,A4) ()AASHTO( )GC , GM , CL-ML , SC , SM , CH , CL , MH , ML( (Unified Soil Classification System)(Epps, et al.,1971)

-: :

Quick Lime (CaO))QL(Hydrated Lime Ca(OH)2HL)( (Lime slurry). (HL) (QL) ( )

.)( Ingles and Matcalf, 1972-Limestone : ..

.. .( AL-Rawi , 1973)) .)-


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) - ( .))

-Soil- Lime Reaction1-


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Ion exchange and flocculation-agglomeration plasticity .((Little , 1995workability

(Lyotropic

series)K+


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.( ( Eades and Grim , 1960( Mallela et al, 2004)

( ) ( ) ( )22....................2 122 -+ -+ OHCaOHCa

(345kPa)28

)( )Thompson, 1966(.

(Lees, et al., 1982) Montimorillonite kaolinite .

)Lime carbonation-3 ( (CO2) (

CaCO3) ) .)Arman and Munfakh , 1970

.-.

( ) ( ) ( )24....minminlub32

12---++

-+CAHHydrateatesAluCalciumAluclayleSoOAlOHCa

( ) ( ) ( )23......lub2

12---++

-+ CSHHydratesilicateCalciumSilicaclayleSoSiOOHCa


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Factors Affecting soil- Lime stabilization :

pH1- pH(7.0) .))Thompson, 19662-( - )

.((Lees, et al., 1982Organic Matter Content-3 )-(%

.)(Sabbagh , 1973Curing4- :

.)(Anday, 1963-

: Workability .


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(Diamond and Knitter , 1965 ).

1-Plastic properties LimitShrinkage

Plasticity Index Liquid Limit Plastic Limit )(Das, 2004.)-(

) :)-)Das , 2004(

(( Volume change2- ) .(Diamond and Knitter, 1965

3-


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Flocculation .)(Eades and Grim ,1960 Compaction properties4-

Maximum Dry Density Optimum Moisture Content O.M.C

M.D.D ).((Diamond and Knitter, 1965)(Al-Rawi, 1972)

Swelling5- .)( Lambe, 1962Freezing and Thawing6- Dolomite%)()(Meteous,1964

Monohydrate Lime 28 350psiExpansion25

.Wetting and drying7-

Meteous , 1964)(


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( ( Strength8- )Meteous , 1964(

.

Compaction Effort9- )250 - %50%(728 .)(Meteous,1964

-Mixture Design and Strength Characteristics

. .1-

Thompson procedure and Eades and Grim procedure Optimum Lime Content

pH - ..12.4pH Illinois pH Thompson, 1966)(.


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Louisiana procedure2- 50psi (subbase)100psi (base).

)6in() 8in( .)(Thompson, 1966Illinois procedure3-

.

) -( l00psi Subbase150psi 2in)(

.)(Thompson, 1966)(4inTexas procedure-4 )P.I( ) 40()Chart( ( )2-5

: P.I

100 %

. Chou,1987)(

(Geiman,2005).


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) :)- Chou , 1987)) .)(Geiman , 2005

Cement Stabilization--

Percent Hydrated Lime

Based on dry weight of soil

Enter P.I. at top

Read amount for 100% soil binder

from curves

Follow curved line down to 100% soil

binder to be anticipated

At intersection of this line read

% lime from curves modified for

aggregate at top

Example : for P. I. 39

& 55% - No. 40

Excluded Binder Area Soil Section, Materials & Test Division, Tx DOt

PercentSoilBinder-WetMethod

IncreaseThis%anAmountA

nticipated

formConstructionOperations

Agg Soils

P. I. Wet Method

P. I. Wet Method

%.


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(High unit weight ).((Woods,1960

Portland Cement : )( . (Herzog , 1963)

-Soil Cement Reaction:

Tri-calcium silicate ( C3S))3CaO.SiO2(di-calcium silicate (C2S))2CaO.SiO2(

Tri-calcium aluminate (C3A))3CaO.Al2O3(

Tetra Calcium alumino - ferrite (C4AF))4CaO.Al2O3-Fe2O3(

))Stocker , 1963)Naqshabandi, 1990( AL-

( )

eCrystallinmediate

OHOAlCaOOAlCaO OH

Im

27................6..3.3 232322 -

CementHydration .

.((Herzog , 1963

( )

( )allineMicrocrystSlow

OXHSiOCaOSiOCaO OH

26..................2.2222

2 -

( ) ( )( )allineMicrocrystModerate

OHCaOXHSiOCaOSiOCaO OH

25................2.3 22222

-+

( )

eCrystallinModerate

OHCaSOOAlCaOOAlCaO OHCaSO

28.................3.3..2.3243232

24 - +

( )29.......

edundetermin6..3..42323232

2

-

+

AmorphouscompoundeCrystallinSlow

OHOAlCaOOFeOAlCaO OH


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.((C3A)(O' Flaharty , 1983CaSO4.2H2O pH Ca(OH)2 Calcium Ions .

.((Herzog , 1963)(Croft, 1967-. ( (

( (Ca+2 Double-Diffused Layer ) (

) (

) ( ( .(-(( Herzog,1963


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) -(: )Croft , 1967(

--Moisture-Density Relationship M

.D. D O.M.C : (Saco ,1965)M

.D .D(%12) O.M.C . -(Al-Rawi,et al., 1967)

) ((Soil-cement) .


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( 1991 (

. -Atterberg Limits ) (

. (Croft, 1967)

Liquid Limit Plasticity Index

plastic Limit L.L 40 .(40(Woods, 1960

-Unconfined Compressive Strength ) ( Rates of hardeningsetting time(Woods,1960).

excessive drying .(( Ingles and Matcalf,1972 )SiltyClay Soil( (%18-10)

:


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400 800 psi ) , ( 2760 5520 ) kN / m7)2

(650-1050) psi ,( 4480-7240)kN/m2.((Woods,196028Bituminous stabilization-

(Waterproofing ability)

1994)Punmia,et al.,( .

-Types of Bituminous Materials CS2.CCl4 -Natural Asphalt Lakes

Rocks veins .

-Manufactured Asphalt. ((Young, et al., 1998

Asphalt cement-


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.

Cutback Asphalt- .((Young, et al., 1998Emulsified Asphalt- ((Emulsifying agent

2) (

. :

-Cationic Emulsion .

-Anionic Emulsion

( )-


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) :)- ))Young, et al. , 1998

-

Mechanism of Bituminous Stabilization .), 1972)MatcalfIngles and : - Water proofing action

Flow channels(( Plug Theory ).)Membrance Theory

-Cementing Action .(O' Flaherty ,1983)


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)- ( ( (Grouting ) .) .)(Benzekri and Marchand, 1978

.)2004(


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Materials Used In Soil Stabilization and Laboratory Tests .

-Materials of study-- Soil

Sandy silt soil (AASHTO))ML A4(. )(

Silty Clay Soil )CL (AASHTO )A6(. -

Clayey Silt ) ((AASHTOML )A4 ()( .)-

-- Lime Hydrated lime) Ca (OH)2(.

)-( / IOS , No 807)(.


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) :)-

) )()

.ActivityCO2%.%

Mg% + CaO%.%MgO%.%Fe2O3%.% Al2O3%.SiO2%.SO3%.

) .)L.O.I) %.)%90

Ca (OH)2%.

--Cement Ordinary Portland

cement -( (./ )IOS , No 5(.


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) .:)-

Test

.Result

Limits According to

IOS

CaO% 62.10

SiO2% 20.46

Al2O3% 5.80

Fe2O3% 3.72

MgO % 3.10 < = 5%

K2O %

Na2O %SO3 % 2.61 < = 2.5% if C3A < 5%

< = 2.8% if C3A > 5%

Loss On Ignition % 1.71 < =4%TOTAL 99.50

Free Lime % 1.29

Insoluble Residue % 0.92 < =1.5%L.S.F. Lime Saturation Factor 0.88 0.66-1.02

M.S. Modulus Silica 2.15M.A . Modulus Alumina 1.56

C3S % 40.33

C2S % 28.23

C3A % 9.07

C4AF % 11.32

Setting Time , min , Initial

Final

115

200

> = 45 min

< = 600 min

Fineness (Blaine) in m2

/ kg 302 > = 230Compressive Strength MN / m

2, at

3 days

7 days

17. 0

26.0

> = 15

> = 23

Soundness (Auto Clave) . % 0.40 < = 0.8

-- Water


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Distilled Water ( ) )-( .

) :)-

/pH7.2

N.T.U 6.1 Nephelometic Turbidity UnitMg/L 128Mg/L 220CaMg/L 51.5

MgMg/L 17.3

SO4Mg/L 220

PO4Mg/L 0.28

NaMg/L 88

KMg/L 4.3

NO3Mg/L 2.1

-


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)ASTM (

)-( .)(Geiman,2005


61/143


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..-Mixing of soil and stabilizer. ) ( ) ( ASTM

(Geiman,2005) .-Mixing procedure.

)357% (9 )5813(%

(Das,2004) )-( ) O.M.C(

)- (. -Amount of stabilizer

: )-(=

: = )-(


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-Mellowing Time

() .15 ( - ( .

: ) (

3%%5 )Sealed Container(

) 15( ) 120( )(-(( .

-Specimen Molding Procedures. Unconfined compressive strength test

) 5.04 cm (10.1cm)( ) )0.80 kg ) )20.3cm 15) (

)-. )

ASTM D2166-82( ) ().)-(


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) )(:)-.)Sabbagh,1973(


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():)-()-( )( .

( .)* **

=

) :)-

) ....3-3(


66/143

2.5 kg5.5Ib0.8kg1.8 Ib30.5cm12 in20.3cm8 in5.0cm2 in2.5cm1 in10.13cm4.4 in5.0cm2 in11.7cm4.6 in10.1cm4 in

352515

(-(( )- (. (Sabbagh, 1973

:)-(.

80

1.7451.7741.7901.7671.757/1.7331.7621.7781.7551.745/

% 1415.516.317.117.51415.516.317.117.5%

()

1.6271.6401.6501.6431.616/1.6111.6241.6341.6271.60/

% 18.21920.52122.518.21920.52122.5%

1.5661.6381.6581.6481.603/1.5531.6251.6451.6351.590/

% 16.118.219.320.522.516.118.219.320.522.5%


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) -(: ( )

.

-Curing

&

&

&

&

&

!

!

!

!!

''

'' '%

%%

%%

$$

$

$

$(

(

(

(

(

14 15 16 17 18 19 20 21 221.55

1.58

1.61

1.64

1.67

1.7

1.73

1.76

1.79

80 80

($%'!&

%

/

(

-

()


68/143

Aluminum foil

( .)-

.:)-(

-Curing Temperature


69/143

)- (. -Curing Time

)(.-Laboratory Tests

:/

Soil Index Tests- -Moisture content )) ASTM- D2216-80 )(24 ) :)

w.c. %100.

13

32

-

-=

WW

WWCW -----------(3-4)

W1- gm-W2+ W3-+ - Atterberg limits ) ( - ASTM

D4318 - 84)( 40)) (475 (


70/143

)( Flow curve)( . 3.25mm

Plasticity Index (P.I) =Liquid Limit L.L Plastic Limit (P.L)-Specific gravity

ASTM - D854-83)(

((Pycnometer Lambe ,1951).(

W2-W1

G.s = ------------------------* G.T ------(3-5)

W2- W1 + W4- W3

: GSW1:W2:W3: TW4: T

G.T: T-Grain size analysis

.((ASTM D422 84

((200 (200) (200) sieve analysis 200 50


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Hydrometer) ) .

-Classification ASTM D 2487-85 Unified soil classification system ( USCS) )

.)-() ( ) AASHTO ( .)-

) )-)3 , 2 , 1() .)ASTM-D 2487-85

1

2

3

-() -


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73/143

Chemical Tests- (NCCLR/ - ( .

) .:)-

%

%

%

%

%

pH%......

()

.......

-

......

-SO3Sulphate content B.S)(

Test- Number -9- %10HCl BaCl2 :%10

.-SO3%=) .......-(


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-Gypsum content:.

Gypsum =.% -Total soluble salts Test Earth manualASTM )( ) (

:)(P = C D / 10000

:

PCSalt Content DDilution-Chlorides

B.S 1733-1975Vogel test. 200

)( (2k2Cr2O3) indicator ( AgNO3 )

)( . % = ( ) 35.50.10.1

35.5


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-Organic matter content B.S 1377-1975 . 20ml

H2SO410ml 200ml Indicator

.

67.05.101%.

1

2-=

V

VMO

:

V2V1

10.5 - B.S 1377-1975 2 100ml50ml HCl )2N(100ml 50ml

(0.4 .)

= % -50-pH-value( (

pH .))Eades and Grim,1966


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analysisMinerology (X-Ray Diffractometer (XRD )peak( : ()230( 45(

)%15(

( 1980(. )Grim,1968( . -)Untreated Samples( . - ) 550( .)XRD( -

.


77/143

--

) ( D4318-84)-.( ASTM-

( (

(ASTM- D698-78) (102mm117mm).

-- Mellowing Time

) ( )-( .

- . (ASTM - D2166-82).


78/143

= 1mm\min)-(

.:)-(

- (( ..

)( .


79/143

RESULTS AND DISCUSSION - :)-( ()- . :

) ( )Atterberg Limits( Compaction Test .-

-- )(Sandy Silt Soil )( ( USCS()ML() AASHTO( )A4(.

maximum Dry Density)

()./ ( (Optimum Moisture Content)).(%. ) (% ).(

.


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---() Silty Clay Soil

) USCS()CL( ) AASHTO( )A6(. )/.()(maximum Dry Density %).()(Optimum Moisture Content) (% ) .(

.--() Clayey Silt Soil ) USCS()ML() AASHTO( )A4(.

maximum Dry Density )(). / ) Optimum Moisture Content)().(%.

) (% ).( . -

ASTMAASHTO) () ) .-


81/143

.:)-(

123

-80()

-

.MoistureContent%

.Specific Gravity... . Atterberg

Limits

L.L% .P.L%.P.I% .

GrainSize Of Soils

Sand%. .Silt%27.4 .Clay% .USCSMLCLML .AASHTOA4A6A4.M.D.D .../ .O.M.C%... .Sulphate%... .Gypsum %... .Chloride %... .Carbonate %.Total

Soluble Salts %...

.%Organic Matter... .pH...


82/143

) - (())AnalysisSieve Hydrometer (

.

010

20

30

40

50

60

70

80

90

100

0.0

001

0.0

01

0.01

0.1

1

10

Size(D)mm

Percentfinerbyweight

()

-

80

-

Sand

Silt

Clay

Gravel

)

-

(


83/143

-analysisMineralogical --X.R.D )( )Grim,1968(

.

(Lees, et al., 1982) . )-(

..A ) ( )-(: %Non-clay Minerals% Clay Minerals

***********80-***********()

***********-

= < 10 %*

10-20 %** =

20-40 %***=


84/143

-) ) ) ) ASTM - D4318

- 84): ) -- )-( ) ( :

)Agglomeration( )(80 .

) :)- .

%

-80 -(( L.L%P.L%P.I%L.L%P.L%P.I%L.L%P.L%P.I%

0272433925143727103-NPNP38261235287

5-NPNP37271034286

7-NPNP3627934295

9-NPNP3628833294

NPL.LP.LP.I


85/143

--( - (

) ( : (80( .

.

.:)-(

%

-80() -

L.L%P.L%P.I%L.L%P.L%P.I%L.L%P.L%P.I% 027243392514372710

5-NPNP38281037307

8-NPNP3829936306

13-NPNP3729836315

15-NPNP3730735314

NPL.LP.LP.I


86/143

- --) -)(-( )-()-()-(

)%(80 - ( )

(M.D.D)) O.M.C(

)Flocculation( ).)Diamond and Knitter ,1965()Said,1974


87/143

( -(: ) (.

%

/%

80

%0

1.72014.21

1.74515.492

1.778 M.D.D16.3 O.M.C3

1.72517.14

1.68519.25

3

1.601611.62216.82

1.654 M.D.D18.07 O.M.C3

1.62119.04

1.54621.05

5

1.56815.51

1.613172

1.653 M.D.D18.6 O.M.C31.62519.54

1.57520.55

7

1.5716.51

1.62017.52

1.652 M.D.D19.1 O.M.C3

1.625204

1.57521.25

9

1.57517.21

1.62518.62

1.651 M.D.D19.75 O.M.C3

1.62520.54

1.57521.65


88/143

%

/%

()

0

1.61118.21

1.62419.52

1.634 M.D.D20.5 O.M.C3

1.62721.04

1.6022.55

3

1.49518.01

1.51420.52

1.523 M.D.D22.0 O.M.C3

1.51323.494

1.49625.605

5

1.491191

1.504212

1.514 M.D.D22.4 O.M.C3

1.50923.041.49225.05

7

1.48519.51

1.49721.52

1.503 M.D.D22.8 O.M.C3

1.494244

1.48025.55

9

1.475191

1.484212

1.492 M.D.D23.01 O.M.C3

1.48124.404

1.47025.205


89/143

%

/%

-

0

1.55316.11

1.62518.22

1.645 M.D.D19.3 O.M.C3

1.63520.54

1.59022.55

3

1.4619.61

1.50520.52

1.539 M.D.D22.1 O.M.C3

1.50124.654

1.461265

5

1.4119.311

1.4520.322

1.525 M.D.D22.61 O.M.C31.50244

1.4725.45

7

1.4120.21

1.4521.222

1.495 M.D.D23.07 O.M.C3

1.47624.54

1.4425.75

9

1.40321.91

1.4322.52

1.466 M.D.D23.72 O.M.C3

1.441254

1.415265


90/143

:)-( .

% O.M.CM.D.D gm/cm3%

80

01.77816.3

31.65418.07

51.65318.6

71.65219.1

91.65119.75

()

01.63420.5

31.52322.0

51.51422.4

71.50322.8

91.49223.3

-

01.64519.3

31.53922.1

51.52522.6

71.49523.07

91.46623.72


91/143

:)-( 80 .

% %

%

%

%

' '

'

'

'

) )

)

)

)

$

$

$

$

$

(

(

(

(

(

14 15 16 17 18 19 20 21 221.5

1.55

1.6

1.65

1.7

1.75

1.8

%0 %3 %5 %7 %9

($)'%

/

(

(

%

%

%

% % %


92/143

( -(: .()

##

##

#' '

'

'

') )

))

)

$ $

$$

$

(

(

((

(

17 18 19 20 21 22 23 24 25 261.45

1.5

1.55

1.6

1.65

%0%3%5%7%9

($)'#

/

(

(

%

%

%% % %


93/143

-(:( .

# #

#

#

#

' '

'

''

!

!!

!

!

$ $

$

$

$

(

(

((

(

14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 301.4

1.43

1.46

1.49

1.52

1.55

1.58

1.61

1.64

1.67

1.7

1.73

1.76

1.79

%0 %3 %5 %7 %9

($!'#

/

(

(

%

%

%%

%%


94/143

--) -)(-( )-)(-)(-(

) 0581315(% : 8% %15

15 %0 % .))Saco, 1965()AL-Qaisee ,2004


95/143

)-(:) ( .%

%/

80

0

1.733141

1.76215.52

1.778 M.D.D16.3 O.M.C3

1.75517.14

1.74517.55

5

1.735151

1.7415.62

1.76 M.D.D16.7 O.M.C3

1.7517.24

1.72818.15

8

1.70116.91

1.71117.42

1.72 M.D.D17.6 O.M.C3

1.70818.54

1.695195

13

1.7116.41

1.73172

1.745 M.D.D17.5 O.M.C3

1.73118.64

1.7019.65

15

1.7215.61

1.74316.52

1.755 M.D.D17.1 O.M.C3

1.7418.14

1.72195


96/143

%

%/

((

0

1.61118.21

1.62419.52

1.634 M.D.D20.5 O.M.C3

1.62721.04

1.6022.55

5

1.550191

1.562202

1.575 M.D.D20.7 O.M.C3

1.56021.84

1.53923.15

8

1.53020.41

1.542212

1.558 M.D.D21.8 O.M.C3

1.54522.64

1.5323.45

13

1.53020.81

1.54521.992

1.569 M.D.D22.9 O.M.C3

1.544244

1.53125.35

15

1.550191

1.56920.82

1.577 M.D.D22.65 O.M.C3

1.560244

1.54325.35


97/143

%

%/

0

1.55316.11

1.62518.22

1.645 M.D.D19.3 O.M.C3

1.63520.54

1.5922.55

5

1.54161

1.58218. 42

1.601 M.D.D20 O.M.C3

1.59121.34

1.56822.75

8

1.518.31

1.54320.52

1.553 M.D.D21.4 O.M.C31.531234

1.492245

13

1.531191

1.55321.42

1.561 M.D.D22.7 O.M.C3

1.5523.54

1.5125.15

15

1.53517.81

1.55919.52

1.591 M.D.D23.2 O.M.C3

1.578244

1.53725.55


98/143

) :)- .%

M.D.D gm/cm3

O.M.C %

80

01.77816.3

51.76016.7

81.72017.6

131.74517.5

151.75517.1

()

01.63420.5

51.57520.7

81.55821.8

131.56922.9

151.57722.65

-

01.64519.3

51.60120

81.55321.4

131.56122.7

15159123. 2


99/143

:)-( 80 .

% %

%

%

%

''

'

'

'

))

))

)

$$

$

$

$

(

(

(

(

(

14 15 16 17 18 19 201.66

1.69

1.72

1.75

1.78

% 0 % 5 %8 %13 %15

($)'%

/

(

(

%

%%

%%

%


100/143

:)-( ()

# #

#

#

#

' '

'

'

'

) )

)

)

)$$

$

$

$

(

(

(( (

18 19 20 21 22 23 24 25 261.5

1.55

1.6

1.65

%0 %5 %8 %13 %15

($)'#

/

(

(

%

%

% %

%%


101/143

:)-( - .

# #

#

#

#

'

'

' '

'

))

) )

)$

$$

$$

(

(

(

((

14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 301.49

1.52

1.55

1.58

1.61

1.64

1.67

1.7

1.73

1.76

1.79

%0 %5 %8 %13 %15

($)'#

/

(

(

%

%% %

%%


102/143

-Unconfined Compressive Strength Testing --

Effect Of Mellowing Time On Unconfined Compressive Strength

. ( -( )-()-()- ( .

) 15( - ) ) .

() . ) -(:

30-28%7%35()

%

kg/cm2

15.515.812.715.81515.61416.316%5%10.27.99.47.59.0311.58.79.29.013

kg/cm2

10.28.68.78.68.87.57.68.99.5%5%6.85.66.37.17.156.97.15.87.73

-

kg/cm2

10.810.96.48.787.989.878.077.27%5%6.546.576.727.076.487.196.956.676.753

10

12

14

16

18

%3


103/143

)-(: 80 ( .))30-28(

) :)- ()) ( .))30-28

8

10

12

0

2

4

6

8

10

12

0 15 30 45 60 75 90 105 120

) )

(2/

)

%3 %5

/

(


104/143

) :)- 7)(

))30-28 -- --- .

)-( ( ) .

/

(


105/143

:)-( ( 30-28( .

()

%

%

28

%

/

% 281473

80

/

1.31.51.61.7030.7616.3.

9151820.35125.516.7.

1521.828358133.317.6.1930394613142.117.5.

23.539475815146.817.1.

-()

/

1.41.671.82.02044.220.5.

4.59.29.810.65135.520.7.6.512.815.519.18193.821.8.8.315.0820.325.513207.222.9.916.521.528.515216.622.65.

-/

1.711.902.02.26032.119.3.

.7.359.1811.616.425123.420.8.7911.5516.125.028184.621.4.

12.1816.5423.73813211.922.7.1317.6325.3240.515211.523.2.

) -( ( ) .


106/143

:)-( )% (15,13,8,5 ) (

%%% 80

59001094

813531959

1319002606

1525003312

-5451455

8666845

138031212

158881311

-5383626

85081007

137701581

158261692

80-) -() )-

) ( )0581315(%

28 3 .

( )41..............100%Increasing3

328-

-=

qu

ququ

) )- qu2828qu33


107/143

( -() -( ()

() )1094195926063312( )581315 .%)

( )42..............1000%

0%%%Increasing -

-=

qu

ququ

)-) qu%

qu%00%

) :)- .80 ()-

2

/

0

10

20

30

40

50

60

70

0 3 6 9 12 15 18 21 24 27 30

%0%5%8%13%15

()

/

%%

%

%

%


108/143

) -() )- ) ()0581315(% .((1-4

-()-( ) )%0( () 2-

4)( ) 45584512121311(%) :%)581315

) -(: .

0

5

10

15

20

25

30

0 3 6 9 12 15 18 21 24 27 30

()

(2

/)

%0 %5 %8 %13 %15

/

(

% %%

%

%


109/143

) -() )- ) ()

0

5

8

13

15

%) ()(1-4 -) (-(

. 2-4)( )62610071581(1692%28

.%)1558(

) -(: . ---

0

5

10

15

20

25

30

35

40

45

0 3 6 9 12 15 18 21 24 27 30

) (

(2/

)

%0 %5 %8 %13 %15

/

%%

%%

%


110/143

) -(

.() :)-( )30-28(

()

%

%

28%

/

%1473

28

80

/

1.31.51.61.7030.716.3.

5.210.4112.815.23192.318.07.5.911.231520.55247.418.6.6.512.3716.323.67267.619.1.610.415.5229266.619.75.

-

()

/

1.41.671.82.02044.220.5.

4.65.97.389.73110.822.0. 5.16.47.8310.55105.822.4.4.85.87.159.87104.122.8.4.96.17.219.6995.923.3.

-

/

1.711.92.012.26032.1619.3.

.3.565.87.3210.013181.122.1.3.255.477.7912.55284.622.6.3.125.548.6914.97377.523.07. 3.325.147.98149321.623.72.

) -( () .


111/143

) :)- () .

80-) -() )- )( 80 .%))03579

)(1-4).(

) -) (-(

)() 2-4(

%7 ) OH- (

% .

% )%( )%)

803594794

56491106

77241288

95931194

()3253380

5283420

7247385

9265375

-3208343

5188453

7191559

9170519


112/143

0

2

4

6

8

10

12

14

16

18

20

22

24

26

0 3 6 9 12 15 18 21 24 27 30

()

(2

)

%0%3%5%7%9

:)-( .80 ((-

) ()- )- ()

( .)1-4

) -) (-( ) (

) 2-4( )()%(

) OH-( % .

.

/

%

%

%%

%


113/143

00.75

1.5

2.253

3.75

4.55.25

66.75

7.58.25

9

9.7510.5

11.25

0 3 6 9 12 15 18 21 24 27 30

()

(2

/

)

%0%3%5%7%9

) :)- () .

- ) -() -( .%))03579

) .)1-4

) -) (-( ) (

) 2-4(. ) 3% ( )( ) %7 ( ) OH-(

% . .

/

(

%

%

%

%

%


114/143

) :)- .

0

1.5

3

4.5

6

7.5

9

10.5

12

13.5

15

16.5

0 3 6 9 12 15 18 21 24 27 30

) (

(2/

(

%0 %3 %5 %7 %9

/

(

%%

%%

%


115/143

--Effect of Soaking on Unconfined Compressive Strength ---

. ( -() ( . ) (

) ) ) () .)- )-(:

(287 )- .

%

7 /

/28

28

80

01.501.750100100

515.511.519.816.325.817.6

821.8183430.517.410.2

1336.33346.6449.05.5

1539.1336.225856.87.42.0

()

01.6702.02010010058.374.1110.615.45149.1

812.86.918.510.14645.4

1315.088.126.916.546.238.6

1517.0111.3228.518.933.533.6

-

01.902.260100100

59.184.1816.421254.426.9

811.555.825.021949.7824

1316.54113829.533.4922.3

1517.8312.840.53228.2120.9


116/143

80-) ()- )-

)058() 1315(% . ) -( :

( )43................100%Reduction1

21-

-=

qu

ququ

:

qu1 qu2

:(-( () .80

0

10

20

30

40

50

60

70

0 3 6 9 12 15 18

(%)

(2/

)

7 28 28

/

(

(%)


117/143

()- ) -() - (

)05813(15% )-(

) .)3-4

) :)-.))

-) -() - ( )) ( )-

)3-4(.

0

5

10

15

20

25

30

0% 5% 10% 15% 20%

(%)

(2

/

)

772828

/

(%)


118/143

) :)-.))

--- ) -( ))

( ( .)-(

0

5

10

15

20

25

30

35

40

45

0 3 6 9 12 15 18

%

2/

7 7 28 28

/

)

(


119/143

)- ( 728 )-30(

.

%

7 / 28 / 7

28

8001.501.750100100

310.1719.516.830.6913.84

511.238.421.519.325.210.23712.3710.323.621.616.738.47

910.47.822.320.4258.52

()

01.6702.020100100

35.93.59.76.940.6728.8

56.44.110.58.235.9321.9

75.83.39.87.543.1023.46

96.13.49.67.444.2622.9

- 01.902.260100100

35.863.110.016.848.532.06

55.472.712.57.850.6337.675.542.814.91049.4532.8

95.142.5148.651.3638.5

80-) -( )-(

)( ( -(. ) 7% ( .)(3-4)(


120/143

) :)- .))

((-((-) )-

) ( ) -(.

) % () ) .))3-4

0

5

10

15

20

25

0 1 2 3 4 5 6 7 8 9 10 11 12

(%)

(2/

)

7 728 28

/

(%)


121/143

) :)- ) -)

() .

-) -() -(

) ( ) -( ) 3%(

)() .)3-4

0

2

4

6

8

10

12

0 1 2 3 4 5 6 7 8 9 10 11 12

( %)

(2

/

)

772828

(%)

/

(


122/143

:)-() .)

0

2

4

6

8

10

12

14

16

0 1 2 3 4 5 6 7 8 9 10 11 12

%

(2/

)

7 728 28

(%)

/

(


123/143

-Economical analysis .

) (

).( ).( :--

) )-

() % .


124/143

) :)- .% / +

()

/

80517608821.12020.3

81720137.633.02435

131745226.8554.44446

151755263.2563.18058

-5157578.7518.90010.6

81558124.6429.91319.1

131569203.3248.79625.5

151577236.5556.77228.5

- 5160180.0519.21216.42

81553124.2429.81725.02

131561202.9348.70338

151591238.6557.27640.5

--) - () (

% ()80

% .


125/143

) :)- ( ) .

% / +()

/

80

3165449.626.20215.2

5165382.6510.33120.5

71652115.64.23.691651148.59.22

-

3152345.69.9.75151475.7.10.571503105.21.9.891492134.28.9.6

-

3153946.17.10.015152576.25.12.571495104.65. 14.991466131.94.14

. Subgrades ) Strength Stiffness Durability( .

.


126/143

Conclusions and Recommendations

-Conclusions

: - )P.I( Plasticity Index, Liquid Limit (L.L) ()

(Plastic Limit (P.L ( ( . -

% % . - Mellowing Time

. -Curing Time

. - .


127/143

- % % %

.% -

. - ) ( .

-Recommendations For Future Works () :8%) ) . ()

-:- traditional stabilizersNon-

.)(-

. (- (

.


128/143

( ( .

.139))1980 (2002) . 179

)2003( .

(1988) .

1985 - .208

.((1999((1986

. ((1997 .

((1991 .576


129/143

2000 ( ) / //5//5

.593-599 1991

105.

(1978) .111((1967 .174 ) 2003 ( 190

) NCCLR( ) .2007-2004(8

)2004( .591 )2006(

. )1978() .)2000-1977


130/143

ReferencesAbdul Kareem, A. J., (1978) "Engineering properties of Lime stabilized

soil Related to Curing Temperature" M. SC Thesis Civil

Engineering Department, Bagdad University.P. 103 .

Ahmad, A. A., (1985) "Lime stabilization of soils Containing High

soluble salts" M. SC. Thesis, civil Engineering Department, college

of Engineering, University of Mosul.P.88 .

AL-Neqshabendi, A. K., (1990) "Soil Stabilization of Akashat Soil"

M. Sc. Thesis, Building Construction Department, University of

Technology, Baghdad, Iraq.

AL-Qaissee, A. E., (2004) "The effect of (Sand-Cement) Mixture on the

swelling characteristics of compacted clayey soil" M. Sc. Thesis,

Civil Engineering Department, College of Engineering

Al-Mustansiria University.P.76 .

AL-Rawi, N. M., Halibartion, T. A. and James, R. L. (1967) . "Effect of

compaction on strength of soil-cement" Journal of soil mechanics

and foundation Division, proc. ASCE, VOL. 93, No. SM6,

PP. 195-208.

AL-Rawi, N. M., (1973) "correlation of properties of Iraq Limestone"

presented at the 52nd

, Annul Metting of the Highway Research

Board Washington, D. C Jan.

AL-Rawi, N. M., (1972) "Prospects of using Lime to stabilize Iraqi soils"

presented at the 1st scientific conference, scientific Research

foundation, Baghdad, Iraq, March 25-30, 1972 Engineering and

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Documents

Stabilization of Silt and Clay Soils