ENGINEERING PROPERTIES OF SOFT CLAY …€¦ · · 2016-10-20start of the establishment of the...

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International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 5, September-October 2016, pp. 347–367, Article ID: IJCIET_07_05_039

Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=5

ISSN Print: 0976-6308 and ISSN Online: 0976-6316

© IAEME Publication

ENGINEERING PROPERTIES OF SOFT CLAY

STABILIZED WITH LIME MATERIALS, EMULSIFIED

ASPHALT AND BENTONITE SODIUM FOR SUB

GRADE OF ROAD UNDER CONSTRUCTION IN HILLA

CITY-BABYLON GOVERNORATE

Jaffar H. A. Al-Zubaydi, Amer A.L. Al-Kaildy, Mohammed Q. K. Al-Rubaey

Applied Geology Department, College of Science, University of Babylon, Babylon, Iraq.

ABSTRACT

The aim of the research is to study the effect of the additives (Na-bentonite, Emulsion Asphalt,

Powder Lime Stone and Quick Lime) on the stability and the increase of bearing of selected soils in

Hilla City. under construction sites were selected in the Hilla City including( Wardiya Street), and

with depths of one meter, The physical, chemical and engineering properties of soil were studied

and the soils were treated with(5%,10%,15%) additives for the purpose of installiy the soils .The

following test were done for treated sample: atterberg limits (liquid limit, Plasticity index, and

Plastic limit, Standard compaction test, the California bearing test, the unconfined compressive test

and permeability test, all samples were treated with the same maturing condition ( moisture content

and temperature).

The results shown that the Plasiticity index (P.I) and Liquid limit (L.L) were decreased with

addition of Quick Lime, powder Lime Stone and Emulsion Asphalt) and they were increased with

the addition of Na-bentonite, The value of the California bearing ratio (C. B. R) were increased

with the addition (Quick Lime and powder limestone) and the highest value was obtained with

addition of(10%) powder limestone, while the value were decreased with the addition of (Na-

bentonite, and Emulsion Asphalt) and the lowest value was obtained with addition of 15% Na-

bentonite, The results are also showed that the values of the permeability were increased with the

addition of (Quick Lime and powder limestone) and the highest value was obtained when

adding(15%) powder limestone, The values of the permeability were decreased with addition of

(Na-bentonite, and Emulsion Asphalt) and the lowest value for the permeability was obtained when

adding (15%) Na-bentonite.

It was concluded that the value of the unconfined compressive test increased with the addition

of (Quick Lime and powder limestone) and the highest value was obtained when adding(10%)

powder limestone and slightly increased with the addition of (Na-bentonite, and Emulsion

Asphalt). It was found that the value of the maximum dry density is decreased and the optimum

moisture content is increased with the addition of (Quick Lime, Emulsion Asphalt and Na-bentonite

) and increase of the value of the maximum dry density value and the decrease of the optimum

moisture content with the addition of powder limestone (CaCo3).

The study showed that the best stabilizer for the case study (Hilla City) is the (lime stone dust)

and the best instally ratio is (10 % ).

Engineering Properties of Soft Clay Stabilized with Lime Materials, Emulsified Asphalt and Bentonite Sodium

for Sub Grade of Road under Construction in Hilla City-Babylon Governorate


Key words: soil stabilization, Quick Lime, Emulsion Asphalt, powder lime stone, Na-bentonite.

Cite this Article: Jaffar H. A. Al-Zubaydi, Amer A.L. Al-Kaildy and Mohammed Q. K. Al-

Rubaey, Engineering Properties of Soft Clay Stabilized with Lime Materials, Emulsified Asphalt

and Bentonite Sodium for Sub Grade of Road under Construction in Hilla City-Babylon

Governorate. International Journal of Civil Engineering and Technology, 7(5), 2016, pp.347–367.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=5

1. INTRODUCTION

The silty clayey soils predominate most of the Earth's natural Natural Area in the city of Hilla, and features

as soft of the weakness of cohesion and due to high groundwater levels in most of the central and southern

parts of Iraq in general and the study area in particular, numerous engineering problems emerged in

engineering structures such as roads, buildings, parking and airports., due to the change in the composition

of the soil structure, including: (hydro - consolidation) and (cracks) in the buildings , (swelling) and

(spongiform) (Al-Khaqani, 2006).

These soils characterized by high plastic characteristic are swelling when increasing the moisture

content (Weaver, 1973), Grim, 1968)). And it reflected the clay ratio in the soil and the presence of clay

minerals on the qualitative value of plasticity index (Khalidi, 2002)) (ALzory, 1993) Zubaidi, 2006). In

order to prevent problems, it is necessary for geological engineer to stabilize the existing soil before the

start of the establishment of the way through soil stabilization, and then mixed and stabilised with the

addition of limestone powder, asphalt emulsion, Na-bentonite and lime that these materials stabilizing

factor (Littlie, 1999) Road Research Labrotary, (1974).

2. SITE OF THE STUDY AREA

Hilla city occupies in central Iraq as part of the Mesopotamin plain and lies 100 km south of Baghdad, and

the study area is flat area not to exceed a height of 28 m above sea level and is located in the middle of

Babylon Governorate, the study area extends between longitudes (44 ° 24'00 "- 44 ° 26'00 ")E and latitudes

(32º30'00"-32º32'00 ")N. And an area of 100 km2(

Figure (1) .

.

Jaffar H. A. Al-Zubaydi, Amer A.L. Al-Kaildy and Mohammed Q. K. Al-Rubaey


Figure 1 Location map of study area




3. AIM OF THE STUDY

The research aims to study the engineering properties to stabilise the clay soil loose with the addition of

limestone powder and the asphalt emulsion and Na-bentonite below the base of the road is under

construction in the city of Hilla, soft clay soil cause many types of failures, such as cracks, structural

deformation of the pavement and natural soil , as well as assess the engineering properties of soft clay,

which stables with different mixtures, such as lime and asphalt and natural Na-bentonite through the

following: -

• Identify the physical and engineering properties of soft clay, and evaluate the effectiveness of the

engineering properties of stabilizers with clay at an optimum moisture mixes with different content ratios

and different periods of maturation and uniaxial compressive strength test and C.B.R and permeability

properties of the mixture.

• Determine the best ratio stablise the stabilizers and determine the best quality for the stabilizers above.

4. GEOLOGY AND HYDROLOGY OF STUDY AREA

Hilla city is located geologically within the Mesopotamin plain in unstable shelf relative to the tectonic

division in Iraq (Buday and Jassim, 1984).

And revealed in the study area Quaternary deposits, characterized by the sediment of (Flood plain

Deposits) for each of the Tigris and Euphrates rivers, and also contain the (Shallow depression deposits),

and these sediments composed accumulate as a result of the floods (The Study of the Euphrates Company,

1999). The marsh soils which is a salt flats occupies multiple regions of the lower part of the Mesopotamin

plain and one area study them.The hydrological study area mainly includes the existence of the Shatt al-

Hilla, as a water resource study area president, one of the Euphrates River sub when the branches of this

river south of Musayyib area into two sections: the Shatt Al-Hilla in the east, the Shatt Al-Hindiain

thewest, which is mediating the city of Hilla and the length of its course where (8) km, and there is a small

river is up drianage used for areas that are located downtown (west of the Shatt al-Hilla), Al-Hilla Driange.

5. GROUND WATER OF STUDY AREA

Hilla city suffer from the problem of high water tables which are led to the presence of water close to the

surface or appearance in some areas on the surface and throughout the year, and fluctuate in other places

during the one-year, putting the foundations of installations to cycles of wetting and drought (Al-Shker,

2000).

In (The Study of the Euphrates Company, 1999 ) confirmed that the salts of these groundwater belongs

to the group of sulfates that there are three families of a sodium sulfate, magnesium sulfate and the

calcium sulfate which is one of the main reasons for the increase in salinity in the groundwater, and there

chlorides are two families group are: sodium chloride, magnesium chloride, resulting from various human

activities which lead to the occurrence of engineering problems and shows its impact negatively on the

foundations of buildings.

6. METHODS OF RESEARCH

6.1. The Data Collection Stage

It was at this stage the work of field trips of the study area (Hilla city) starting from September to

December in 2014, where he was identified through under construction, a Wardiya street, was at this stage

to gather information , maps and reports on the study of geotechnical properties having to do related of

study area, was which stand on the most important engineering problems of some soils is the high water

table in the Babylon Governorate, where in some areas and during seasons rainfall groundwater becomes

superficial and that causes to do low bearing capacity for soil as a result of penetration into the soil, which

leads to change physical properties and engineering them.



6.2. The Field Work Stage

After conducting field tours and determine the number of sites for the extraction of sampels, where they were taking

the disturb samples and deeply (1) m where they were taken (4) a sample of the Wardiya street and kept the samples

in bags Nylon with plastic containers and transported to the laboratory to conduct their tests plate (1).

Plate 1 shows a method for taking samples for soils study area

6.3. The Laboratory Work Stage

Physical Tests of Soil

It included (Moisture content, Specific gravity, Density, Atterberg limits, Grain size analysis)

Engineering Tests of Soil

It included (Uniaxial Compressive Strength, Standard Compaction test, the Californian bearing test,

permeability).

Chemical Tests of Soil

It included (Sulfate, Total Dissolved Salts, Gypsum, Organic mater).

Mineralogical Tests of Soil

It was examined by X-ray diffraction device (XRD) in order to identify the mineral components.

7. MATERIALS USED INSTABILISE SOIL STUDY AREA

7.1. Na-Bentonite

It is one of the types of clay minerals, which belongs to (Semectite group),which is composed of

sodicmontmorillonite, calcium montmorillonite, nontrnite, saponite, hectorite, and bedillite, plate (2) that

the rock containing one or all or a portion of these minerals are called rock bentonite .The crystal structure

for these minerals is composed of a single layer into two layers (2: 1) which is composed of two layers of

silica tetrahedral surfaces and one layer central of octahedral surfaces ( weaver, 1973), (Grim, 1968)

figure (2).




Figure 2 the crystal structure of bentonite Alsodoa (Grim, 1968)

Plate 2 Sodic-bentonite used in the stabilization process

7.2. Emulsified Asphalt

It consists of water, asphalt and (Emulsifying agent) and asphalt which do not decompose in water, but in

the form of small-sized spherical mases of asphalt in diameter (2 microns) to be stabilised with water and

to prevent these pellets of healing in addition to the emulsion factor and that factor dissolves in the water

and have a cover preventive about these pellets that carry an electric charge on the surface positive or

negative depending on the type of emulsion (Young, 1998) used in the study and according to the

specifications in table(1) and plate(3) shows the type used for soil of the study area.



Plate (3) Emulsified asphalt used in the stabilization process

Table 1 shows the specifications of emulsified asphalt used in the study were examined in the laboratories of the

College of Engineering - University of Babylon, according to standard ASTM) (D244)

Specification Limits

(D2397)for Css-1 Test

Result

ASTM

Designa

tion

(D244)

Test

Max. Min.

Positive Positive (D244) Particle Charge Test

100 20 26 D244 Viscosity , SayboltFurol at 25°c (77°F)

........ 57 55.3 D6997 Residue By Distillation ,%

.......... 50 54.9 D6934 Residue By Evaporation

0.10 ........ 0.02 D6933 Sieve Test

2.0 ....... 0.732 D6935 Cement Mixing Test, %

1 0 0.1 D6930 Settlement Test, 5days,%

1 0 0.04 D6930 1 day storage stability Test, %

250 100 133 D5 Penetration, 25°c(77°F), 100g ,5s

....... 40 185 D113 Ductility , 25°c(77°F), 5 cm/mn

........ 97.5 99 D2042 Solubility in trichloroethylene, %

....... ......... 1.02 D70 Specific Gravity at 25°




7.3. Lime Powder

It was the use of two types of lime are (Free lime) and ( limestone powder).

7.3.1. Free Lime

The free lime is a calcium oxide CaO where they are prepared to burn limestone, which is a calcium

carbonate inside the furnaces burning leads to the loss of carbon dioxide and remaining lime gypsum (non-

extinguisher CaO) (Angles & Matcalf,1972).The lime used in the study are the same specifications as

Table( 2) shows the chemical composition of lime used and their specifications were taken from Kufa

Cement factory and according to standard specifications Iraqi numbered (807) 2004.

Table 2 shows the chemical composition used for Lime, which were taken specifications of Kufa Cement factory

and according to standard specifications Iraqi numbered (807) 2004.

7.3.2. Powder Lime Stone

A type of sedimentary rock which is the most common sedimentary rock chemical composition is

(CaCO3). Called limestone rocks if the calcium carbonate ratio is more than 50% .Clay minerals and

quartz and various iron oxides and other minerals remaining part, which may up to 50%, the plate (4)

describes the limestone powder used in the stabilization process, which has been examined in the

laboratories of Kufa Cement factory either the table (3) represents the chemical composition of powdered

limestone used to stabilise the soil in the study area.

Properties

standard

specifications Iraqi

807 -2004.

Components %

CaO % +MgO At least 85%

96.28

MgO Not more than 5%

0.29

Fe2O3% 0.13

Al2O3% 0.77

SiO2% 1.08

Total oxides Total oxides of no

more than 5% 1.98

SO3% 0.19

(L.O.I) 0.97

Total 99.41

Activity (CaO) 94.01

CO2% Not more than 5% 1.81

Slacking time 10-15 minutes 13

Slacking tempreture Not less than 70 ° C 89



Plate 4 Powdered limestone, which has been examined in the laboratories of Kufa Cement factory.

Table 3 shows the chemical composition of powdered limestone, which was used to install the soil in the study area

8. PREPARE THE SAMPLES FOR THE PURPOSES OF TEST METHOD

Take the amount of dry soil (dried at a temperature laboratory) and crush well a sieve No. 4 and placed in a

container with a suitable size is sufficient to complete the mixing process to obtain the required form for

examination.

8.1. Mixing Mechanism

Add the percentages specified by the stabilizer (5-10-15)% used in soil stabilization is (quick lime-

emulsified asphalt - Na-bentonite - limestone powder) any relative to the dry weight of the soil weight

information previously been identified as percentages depending on the type of soil used. Mix well by

hand until the homogeneity of the soil with well-stabilizer for a period of time (15 minutes), then add water

to the mixing ratio specified by the amount of water to mix with the soil and the stabilizer (O.M.C)

calculated from the standard compaction test.

9. RESULTS AND DISCUSSION

Row Material Quality Control

Kiln Feed Limestone Materials

54.32 54.24 CaO %

0.08 0.27 MgO %

1.0 0.81 Al2O3 %

0.0 0.0 Fe2O3 %

1.45 1.64 SiO2 %

0.07 0.01 SO3 %

43.01 42.90 L.O.I %

99.93 99.87 Total %




9.1. General Description of Soils

Were taken four samples from Wardiya street were using the symbol (W) of the samples taken from the

soil of this site, the sample (W1) is a clayey soil and a low-plasticity, where the percentage of clay is 53%,

silt 41% and sand 6%. Soil classified according to the unified soil classification system (USCS) as (CL).

Sample (W2) is a silty soil and a low plasticity, where the percentage of clay is 45%, silt 46% and sand

9%. Soil classified according to the unified soil classification system (USCS) on it (ML). Sample (W3) is a

silty soil and a low plasticity, where the percentage of clay is 73%, silt23% and sand 4%. Soil classified

according to the unified soil classification system (USCS) on it (CL). Sample (W4) is a high clay soil

plasticity, where the percentage of clay is 84%, silt 7% and sand 9%. Soil classified as unified

classification system (USCS) as (CH) Table (4) shows the physical, chemical and engineering tests of the

soil Wardiya street.

9.2. Study the Effect of Additives on the Soil Wardiya Street (W)

After making the physical, engineering and chemical tests and a knowledge of the natural soil (Table 4)

and know the type of soil, treated soil additives (Na-bentonite, powder limestone ,quick lime, emulsified

asphalt) and included the results in tables (5), (6), (7) and (8).

Table 4 shows the physical, chemical and engineering tests of the soil Wardiya Street

Samples Properties of Soil

W4 W3 W2 W1

Physical properties of soil

25 27.5 19.35 20.58 M.C %

2.75 2.75 2.73 2.73 G.S

51 49 38 45 L.L %

30 30 28 32 P.L %

21 19 10 13 P.I %

18.85 17.71 18.52 18.26 ɣwetgm/cm3

15.20 14.09 14.39 14.62 ɣdrygm/cm3

84 73 45 53 Clay %

7 23 46 41 Silt %

9 4 9 6 Sand %

CH ML ML CL Classification of soil USCS

Engineering properties of soil

5.1 4.8 4.5 4.8 C.B.R %

87.47 62.88 32.91 64.46 qukN/m2

1.95x10-6

2.73x10-6

1.26x10-6

4.42x10-6

K cm/sec

1.78 1.75 1.76 1.79 Max ɣdrygm/cm3

20 17.5 21 20.5 O.M.C %

Chemical properties of soil

3.31 2.40 1.13 5.6 T.S.S %

1.42 1.88 0.5 0.81 SO3 %

3.05 4.04 1.07 1.74 Gyp.%

1.70 1.55 1.67 1.39 Org.%



Table 5 shows the soil through the rosy site properties model w1 after treatment of the soil additives

w1

Ta

ble

5

sh

ow

s th

e so

il t

hro

ug

h t

he

rosy

sit

e p

rop

erti

es m

od

el w

1 a

fter

tre

atm

ent

of

the

soil

ad

dit

ives

No

ad

dit

ion

Ca

O

Ca

CO

3

Na

–

ben

ton

ite

Em

uls

ion

Asp

ha

lt

0%

5%

10

%

15

%

5%

10

%

15

%

5%

10

%

15

%

5%

10

%

15

%

K (

cm/s

ec)

4.4

2x

10

-6

4.0

8x

10

-6

4.7

x1

0-6

5.1

x1

0-6

4.9

2x

10

-6

4.9

8x

10

-6

5.3

x1

0-6

3.8

x1

0-6

4.5

8x

10

-7

1.3

x1

0-7

1.2

4x

10

-6

8.6

x1

0-7

4.7

x1

0-7

qu

(k

N/m

2)

64

.4

68

.46

83

.83

46

.81

78

.63

98

.71

80

.42

52

.44

68

.2

63

.41

65

.07

80

.07

56

.52

C.B

.R

(%)

4.8

6.1

6.8

6.3

6.8

8.2

7.8

2.6

1.9

1.2

4.5

4

3.3

L.L

(%

)

45

41

36

.9

37

.2

36

35

.17

36

.2

50

.38

55

.03

57

.38

40

.86

38

.68

42

.4

P.L

(%

)

32

30

27

.1

26

24

.86

26

.13

25

.2

31

.18

29

.93

26

.18

28

.96

30

.1

30

.6

P.I

(%

)

13

11

9.8

11

.2

11

.14

9.0

4

11

19

.2

25

.1

31

.2

11

.9

8.5

8

11

.8

MA

X ᵧ

DR

Y

(gm

/cm

3)

1.7

9

1.7

5

1.7

2

1.7

1.8

1

1.8

3

1.8

2

1.6

8

1.6

7

1.6

3

1.7

4

1.6

6

1.3

6

O.M

.C (

%)

20

.5

21

23

.2

24

.2

19

.2

18

.3

18

.8

22

.5

22

.8

25

.3

22

.1

24

26




Table 6 shows the soil through the rosy site properties model w2after treatment of the soil additives

W 2

T

able

6 s

ho

ws

the

soil

th

rou

gh

the

rosy

sit

e p

rop

erti

es m

od

el w

2after treatment

of

the

soil

ad

dit

ives

No

ad

dit

ion

Ca

O

Ca

CO

3

Na

–

ben

ton

ite

Em

uls

ion

Asp

ha

lt

0%

5%

10

%

15

%

5%

10

%

15

%

5%

10

%

15

%

5%

10

%

15

%

K (

cm/s

ec)

1.2

6x

10

-6

2.4

x1

0-6

2.6

x1

0-6

3.5

x1

0-6

1.8

5x

10

-6

2.8

x1

0-6

4.2

7x

10

-6

2.0

6x

10

-6

4.2

x1

0-7

2.8

x1

0-8

1.2

1x

10

-6

5.7

6x

10

-7

4.2

x1

0-7

qu

(k

N/m

2)

32

.91

52

.66

70

.29

44

.2

80

.55

11

4.4

3

80

.07

69

.7

75

.64

39

.28

71

.54

78

.14

67

.28

C.B

.R

(%)

4.5

5.8

6.4

6.9

6

7.7

6.9

2.7

2.1

0.9

4

3.4

2.6

L.L

(%

)

38

34

.7

33

.8

34

.4

32

.5

30

.01

30

.5

40

51

.4

54

.68

36

.2

32

.5

37

.55

P.L

(%

)

28

24

.9

25

.1

25

.2

24

.5

22

.79

22

.62

27

.98

28

.4

31

.05

27

.6

25

.7

28

.32

P.I

(%

)

10

9.8

8.7

9.2

8

7.2

2

7.8

8

12

.02

23

23

.63

8.6

6.8

9.2

3

MA

X ᵧ

DR

Y

(gm

/cm

3)

1.7

6

1.7

1

1.6

8

1.6

5

1.7

8

1.7

9

1.7

7

1.6

9

1.6

6

1.6

1

1.7

4

1.7

3

1.4

7

O.M

.C (

%)

21

22

.1

22

.9

24

.8

20

19

.8

19

.5

23

23

.5

25

24

23

.1

25

.3




W 3 T

ab

le

7 s

ho

ws

the

soil

th

rou

gh

th

e ro

sy s

ite

pro

per

ties

mo

del

w3after treatment

of

the

soil

ad

dit

ives

No

ad

dit

ion

Ca

O

Ca

CO

3

Na

–b

ento

nit

e

Em

uls

ion

Asp

ha

lt

0%

5%

10

%

15

%

5%

10

%

15

%

5%

10

%

15

%

5%

10

%

15

%

K (

cm/s

ec)

2.7

3x

10

-6

3.0

8x

10

-6

3.3

x1

0-6

4.1

3x

10

-6

2.8

9x

10

-6

4.8

x1

0-6

6.7

x1

0-6

1.1

3x

10

-6

5.7

x1

0-8

3.4

x1

0-8

2.2

x1

0-6

1.6

9x

10

-6

8.2

x1

0-7

qu

(k

N/m

2)

62

.88

65

.8

81

.92

76

.63

10

4.8

1

11

8.1

7

89

.39

68

.3

71

.25

59

.43

63

.14

70

.65

52

.48

C.B

.R

(%)

4.8

6.5

7.2

6

6.6

8.5

7.7

2.9

2.3

1.2

4.3

3.8

3.5

L.L

(%

)

49

46

.5

42

.6

44

.6

45

.67

40

42

.1

51

.66

54

.2

59

.22

45

.25

42

.9

48

P.L

(%

)

30

28

.8

28

28

.32

29

.02

26

.5

26

.3

29

.64

28

.44

29

.57

27

.45

29

.9

29

.8

P.I

(%

)

19

17

.7

14

.6

16

.28

16

.65

13

.5

15

.8

22

.02

25

.76

29

.65

17

.8

13

18

.2

MA

X ᵧ

DR

Y

(gm

/cm

3)

1.7

5

1.7

1.6

8

1.6

5

1.7

9

1.8

2

1.8

1

1.6

7

1.6

4

1.5

9

1.7

3

1.7

2

1.4

3

O.M

.C

(%)

17

.7

19

.7

20

.3

21

.3

16

.2

15

15

.3

20

.2

22

23

.2

19

.5

20

.1

23

.8





W 4

Tab

le 8

sh

ow

s th

e so

il t

hro

ug

h t

he

rosy

sit

e p

rop

erti

es m

od

el w

4after treatment

of

the

soil

ad

dit

ives

No

ad

dit

ion

Ca

O

Ca

CO

3

Na

–b

ento

nit

e

Em

uls

ion

Asp

ha

lt

0%

5%

10

%

15

%

5%

10

%

15

%

5%

10

%

15

%

5%

10

%

15

%

K (

cm/s

ec)

1.9

5x

10

-6

2.3

x1

0-6

3.1

x1

0-6

4.5

x1

0-6

2.4

x1

0-6

4.8

x1

0-6

7.3

9x

10

-6

1.5

6x

10

-6

2.5

9x

10

-8

1.8

x1

0-8

9.6

9x

10

-7

7.8

x1

0-7

3.9

x1

0-7

qu

(k

N/m

2)

87

.47

88

.3

97

.03

66

.52

92

.1

12

5.3

93

.47

83

.59

88

.2

69

.17

86

.41

91

.32

43

.7

C.B

.R

(%)

5.1

6.7

8.1

8.3

7.2

9.3

8.5

3.2

2.1

1.5

4.1

3.5

2.3

L.L

(%

)

51

48

.9

43

.07

45

.59

47

.26

42

.24

44

.3

52

.02

61

.63

62

.41

49

.4

47

52

P.L

(%

)

30

30

.5

28

.07

33

.49

30

.98

27

.38

34

.08

27

.01

32

.14

29

.33

30

.1

29

.4

32

P.I

(%

)

21

18

.4

15

12

.1

16

.28

14

.86

10

.22

25

.01

29

.49

33

.08

19

.3

17

.6

20

MA

X ᵧ

DR

Y

(gm

/cm

3)

1.7

8

1.7

3

1.7

1

1.6

8

1.7

9

1.8

2

1.8

1.6

9

1.6

8

1.6

2

1.7

6

1.7

4

1.5

1

O.M

.C

(%)

20

22

.6

22

.9

23

.7

18

.9

17

.3

18

.2

22

.8

23

.1

25

.6

22

.3

23

25

.9



9.2.1. Study the effect of additives on the California Bearing Ratio (C.B.R) of the soil Wardiya Street (w)

When studing the figures (3), (4), (5), (6) we conclude that the highest value for the (CBR) reached when

adding limestone powder CaCO3 10%, reaching 8.2% of the sample W1 and 7.7% of the sample W2 and

8.5% of the sample W3 and 9.3% of the sample W4. The less value when adding Na-bentonite 15% where

1.2% to the sampleW1 and 0.9% of the sample W2 and 1.2% of the sample W3 and 1.5% of the sample

W4 and the following figures show the effect of additives on the value of (CBR).

Figure 3 the effect of additives on the value of (CBR) sample W1.

Figure 4 The effect of additives on the value of (CBR) sample W2






9.2.2. Study the effect of additives on the Permeability test of the soil Wardiya Street (W)

When studying the figures (7), (8), (9), (10) conclude that the lower value of the permeability reached

when adding Na-bentonite by 15%, reaching 1.3 x10-7

(cm/sec)sample W1 and 2.8 x10- 8

(cm/sec) of sample

W2 and 3.4x10-8

(cm/sec)of sample W3 and 1.8 x10-8

(cm/sec)of sample W4 and reached the highest value

when adding limestone powder CaCO3 15%, reaching 5.3 x10-6

(cm/sec)sample W1 and 4.27 x10-

6(cm/sec)sample W2 and 6.7 x10

-6(cm/sec)sample W3 and 7.39x10

- 6(cm/sec) of the sample W4 and the

following figures show the effect of additives on testing the permeability of the samples W1, W2, W3, W4,

respectively .

Figure7 the effect of additives on the value of the permeability of the sample W1

Figure 8 The effect of additives on the value of the permeability of the sample W2





9.2.3. Study the effect of additives on the uniaxial compressive strength test of the soil Wardiya street

(W)

When studying the figures (11), 12), (13), (14) conclude that the highest value for the uniaxial compressive

strength reached when adding limestone powder by 10% reached 98.71kN / m2 to the sample W1 and

114.43kN / m2 of thesample W2 and 118.17kN / m2 of sample W3 and 125.3 kN / m2 of sample W4, and

recorded the lowest value when adding Na-bentonite 15% of the sample W2 decreased to 39.28 kN / m2 .

The samples (W1 , W3, W4) recorded the lowest value of the uniaxial compressive strength when adding

emulsified asphalt by 15% of value decreased to 56.52 kN / m2 sample W1 and 52.48 kN / m2 sample W3

and 43.7 kN / m2 sample W4 and the following figures show the effect of additives on the value of

uniaxial compressive strength of soil study area.

Figure 11 The effect of additives on the value of the uniaxial compressive strength of the sample W1







9.2.4. Study the effect of additives on the maximum dry density and optimum moisture content of the

soil Wardiya Street (W)

From tables (5),(6),(7),(8) the highest value recorded maximum dry density is when adding limestone

powder CaCO3 10%, reaching 1.83gm / cm3 sample W1 and 1.79gm / cm3 sample W2 and 1.82 gm / cm3

for the two samples W3 and W4. The lowest value of the maximum dry density it when adding the

emulsion asphalt at 15 %. Where reached to 1.36 gm / cm3 sample W1 and 1.47 gm / cm3 sample W2 and

Jaffar H. A. Al-Zubaydi, Amer A.L. Al

http://www.iaeme.com/IJCIET/index.asp

1.43 gm / cm3 sample W3 and 1.51 gm / cm3

highest percentage when adding emulsified asphalt by 15%, reaching 26% of the

thesample W2 and 23.8% of the sample W3 and 25.9

adding limestone powder CaCO3 10%, reaching 18.3% of the

and 15% of the sample W3 and 17.3% of the

on the value of dry density and the

9.2.5. Study the effect of additives on the

From tables (5),(6),(7),(8)the value of

57.38% of the sample W1 and 54.68% of the

sample W4, and the highest value

31.18% while the samples W1 and

bentonite by 15% as the value of 31.05%, while the

when adding emulsified asphalt by 10%, reaching 29.9%; the

of plastic limit when adding limestone powder CaCO

The plasticity index, reaching its highest value when adding

the sample W1 and 23.63% of the

W4. The lower value of liquid limit recorded when adding limestone powder CaCO

to 35.17% of the sample W1 and 30.01% of the

sample W4, either plastic limit recor

the value reduce to 26.13% of the

reaching the lowest value of plastic

22.6%, and also the sample W3 scored lower value

as the value of plastic limit decreased to 26.3%, while for plasticity

adding powder emulsified asphalt by 10% as

and 6.8% of the sample W2 and 13% of the

index when adding quick limeCaO 15% where the

10. MINERALOGICAL STUDY

The results of X-Ray diffraction are presented in fig

area .The soil composed mainly of the minerals Quartz ,calcite, Feldspar, and Clay minerals such as

(montimorillonite, and Kaolinite).

Figure

Zubaydi, Amer A.L. Al-Kaildy and Mohammed Q. K. Al

http://www.iaeme.com/IJCIET/index.asp 365

W3 and 1.51 gm / cm3 sample W4.The optimum moisture content, reaching the

highest percentage when adding emulsified asphalt by 15%, reaching 26% of the

W2 and 23.8% of the sample W3 and 25.9% of the sample W4. The lowest value recorded when

adding limestone powder CaCO3 10%, reaching 18.3% of the sample W1 and 19.8% of the

W3 and 17.3% of the sample W4. the following figures show the effect of additives

value of dry density and the optimum moisture content for soil study area.

Study the effect of additives on the atterberg limits test of the soil Wardiya street

he value of liquid limit reached when adding Na-

W1 and 54.68% of the sample W2 and 59.22% of the sample

W4, and the highest value of plastic limit reached when adding Na

and W2, reaching the highest value of plastic limit

bentonite by 15% as the value of 31.05%, while the samples W3 reaching its highest value

when adding emulsified asphalt by 10%, reaching 29.9%; the sample of W4 and

when adding limestone powder CaCO3 15%, reaching 34.08%.

, reaching its highest value when adding Na-bentonite by 15%, reaching 31.2% of

W1 and 23.63% of the sample W2 and 29.65% of the sample W3 a

limit recorded when adding limestone powder CaCO

W1 and 30.01% of the sample W2 and 40% of sample

recorded the lowest value when adding limestone powder by 10% where

to 26.13% of the sample W1 and 27.38% of the sample

of plastic limit when adding limestone powder CaCO

W3 scored lower value of plastic limit when adding limestone powder by 15%

decreased to 26.3%, while for plasticity index recorded the lowest value when

adding powder emulsified asphalt by 10% as value plasticity index decreased to 8.58% of the

W2 and 13% of the sample W3, either sample W4 scored

CaO 15% where the plastic limit value decreased to 12.1%

ERALOGICAL STUDY OF SOIL

Ray diffraction are presented in figure(15) , to show the mineral content of the

The soil composed mainly of the minerals Quartz ,calcite, Feldspar, and Clay minerals such as

ure 15 Shows the results of XRD for soil study area

Kaildy and Mohammed Q. K. Al-Rubaey

[email protected]

moisture content, reaching the

highest percentage when adding emulsified asphalt by 15%, reaching 26% of the sample W1 and 25.3% of

The lowest value recorded when

W1 and 19.8% of the sample W2

W4. the following figures show the effect of additives

optimum moisture content for soil study area.

soil Wardiya street (W):-

bentonite by 15%, reaching

sample W3 and 62.41% of the

Na-bentonite by 5%, reaching

of plastic limit when adding Na-

W3 reaching its highest value of plastic limit

and reaching its highest value

bentonite by 15%, reaching 31.2% of

W3 and 33.08% of the sample

limit recorded when adding limestone powder CaCO3 at 10 where% reached

of sample W3 and 42.24% of the

ded the lowest value when adding limestone powder by 10% where

, W4 and the sample W2,

limit when adding limestone powder CaCO3 By 15%, decreasing to

when adding limestone powder by 15%

recorded the lowest value when

decreased to 8.58% of the sample W1

W4 scored lowest value of plasticity

limit value decreased to 12.1%.

) , to show the mineral content of the soil study

The soil composed mainly of the minerals Quartz ,calcite, Feldspar, and Clay minerals such as

soil study area




11. CONCLUSION

After studying the stabilization of selected soils of the study area materials (quick lime, limestone powder,

emulsifier Asphalt, Na-bentonite) conclude the following:-

• At least plasticity index (P.I) and liquid limit (L.L) when adding both quick lime, lime stone powder,

emulsified asphalt) and increase their values when you add Na- bentonite.

• Increase the value of California bearing ratio(CBR) When you add (quick lime and powdered limestone) and

the highest value obtained when adding limestone powder (10%), and lessvalue of California bearing

ratio(CBR) when you add of the ( Na-bentonite and emulsified asphalt) and less the value obtained when

adding Na-bentonite (15%).

• Increase the value of permeability when you add of the quick lime and powdered limestone and the highest

value of permeability was obtained when adding limestone powder (15%), and less than the value of

permeability when you add all of Na-bentonite and emulsified asphalt and the lowest value of the

permeability obtained are when you add Na-bentonite (15%).

• Increase the value of uniaxial compressive strength When you add (quick lime and limestone powder) and

the highest value obtained when adding limestone powder by 10% and increases to a low degree when you

add Na-bentonite and emulsified asphalt.

• The maximum dry density decreasing and optimum moisture content increasing when you add (quick lime,

asphalt emulsion, Na-bentonite) and increases the value of the maximum dry density and optimum moisture

content decreases when you add powdered limestone (CaCO3).

Recommendations

• Study the use of these stabilizers (quick lime, asphalt emulsion, Na-bentonite, limestone powder) at

different depths in the study area.

• Study the effect of groundwater levels on the engineering properties of the soil of the Governorate of

Babylon and develop appropriate solutions.

• study the effect of some non-traditional stabilizers (Polymers, magnesium chloride, resins, lignin,

phosphates, phosphoric acid) on the soil of the study area

REFERENCE

[1] Al-Kaildy, A. A. L.,( 2002). Geotechnical Assessment for Soil of Kerbala City, Ph. D. thesis, College of

Science, University of Baghdad, Iraq,(in Arabic),P-179.

[2] Al-Khaqani, M.O.K.,.(2006), study the phenomenon of swelling clay soils in thecity of Hilla,

Unpublished master's thesis, college of Science, University of Baghdad,Iraq,(in Arabic)P-117.

[3] AL-joulany,N.,(2012),Effect Of Stone Powder and Lime on Strength, Compaction and C.B.R

properties of Fine Soil, Jordan Journal.

[4] Al-Shkr, A.,K.,( 2000), the effect of ground water in the city of Hillaon the sustainability of the concrete

used in the foundations of its facilities, the University of Babylon Magazine, Engineering Science, Vol.

5, No. 5.15 Page

[5] Al- Zubaydi, J. H. A., (2006). Geotechnical study for selcted soil between Hilla and Kut cites (middle of

Iraq)PhD thesis, Baghdad university/Iraq.171 P (in Arabic).

[6] AL-Zory, E.A.,(1993) “ The effect of leaching on lime stabilized Gypseous soil”, M.Sc. Thesis , Mosul

university

[7] ASTM D422-63, "Standard Method For Particle –Size Analysis of Soils", Annual Book, Of ASTM

Standards.

[8] -Benzekri, M. and Marchand, , R. J., (1978) "Foundation Grouting of Moulay Youssef Dam". ASCE. J.

Geotech. Eng. Div., Sept



[9] Buday, T., and Jassim, S.Z., (1984) “The regional geology of Iraq” S.E. for geological survey and

mineral investigation, Baghdad, 352p.

[10] Diamond, S., and Knitter, E. B., (1965) "mechanisms of soil-Lime stabilization". Highway Research

Record –No. 92, pp. 83-96.

[11] Grim, R.E., (1968). “Clay Mineralogy”. McGraw-Hill Book Co.

[12] Furat State Company for studies and designs of irrigation projects, a project examining the reduction of

groundwater levels for the city of Hilla, March 0.1999

[13] Islam M. Abo Elnaga , The use of Urea-Formaldehyde Resin in Sandy Soil Stabilization. International

Journal of Civil Engineering and Technology (IJCIET), 5(6),2014, pp.01–09.

[14] Little, D. N., (1999) "Evaluation of structural properties of stabilization”

[15] Lambe, T. W., and Whitman, R. V., (1979) "Soil Mechanics" SI Version, Massachusetts Institute of

Technology, Publisher John Wiley & Sons. New York.P. 533 - Punmia, B. C., Jain, A. K., and Jain, AR.

K . (1994) "Soil Mechanics and foundation" 13 th Edition, Laxmi Publications, New Delhi.

[16] Road Research Laboratory (1974) “ Soil Mechanics for Road Engineering”, Her Majesty’s Stationery

Office , London .

[17] Smith. I.G.N(1998), "Element Of Soil Mechanics", Napier University, Edinburgh, Seventh Edition,493

P.

[18] The Iraqi standards (807) 2004.

[19] Farag Khodary, Comparative Study of using Steel Slag Aggregate and Crushed Limestone in Asphalt

Concrete Mixtures. International Journal of Civil Engineering and Technology (IJCIET), 6(3), 2015,

pp.73–82.

[20] Weaver, Charlese, (1973), The Chemistry Of Clay Minerals,School of Geophysical Sciences, Georgia

Institute of Technology, Atlanta, Ga. (U.S.A.).

[21] Young, J. F., Mindess, S., Gray, J. R., and Bentur, A. (1998) . "The science and Technology of Civil

Engineering Materials" prentice Hall. New Jersey.

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