STABILIZATION OF SOIL USING CHEMICAL METHODS · · 2017-09-26STABILIZATION OF SOIL USING CHEMICAL ... (liquid limit, plastic limit), sieve Analysis, specific gravity, proctor compaction

DOI: 10.23883/IJRTER.2017.3436.BNXRM 104

STABILIZATION OF SOIL USING CHEMICAL METHODS

1P.DURGA BHAVANI, 2Dr. D S V PRASAD 1PG student dept. Of civil Engg, BVC Engineering College, Odalarevu,

2 M.E, Ph.D., MIE, MISTE, MIGS Professor & Principal, Dept. of Civil Engg., BVC Engineering College,

Odalarevu, AP

Abstract: - In India, expansive soils popularly known as black cotton soils are highly problematic, as

they swell on absorption of water and shrink on evaporation thereof. Because of this alternate swell and

shrinkage, distress is caused to the foundations of structures laid on such soils. Understanding the

behavior of expansive soil and adopting the appropriate control measures have been great task for the

geotechnical engineers. Extensive research is going on to find the solutions to black cotton soils. There

have been many methods available to controlling the expansive nature of the soils. Treating the

expansive soil with electrolytes is one of the techniques to improve the behavior of the expansive

ground. Hence, in the present work, experimentation is carried-out to investigate the influence of

electrolyte viz. potassium chloride, calcium chloride and ferric chloride on the properties of expansive

soil. A methodical process, involving experimentation on Atterberg limis (liquid limit, plastic limit),

sieve Analysis, specific gravity, proctor compaction test, California Bearing Ratio(CBR), Unconfined

Compressive Strength(UCS) test, Triaxial test were conducted by adding 0.5%, 1%, 1.5% of Potassium

Choride, Calcium Chloride and Ferric Chloride to the expansive soil by dry weight under controlled

conditions in the laboratory. It is observed form the laboratory studies that maximum reduction in

properties is observed for Ferric Chloride treatment compared to other electrolytes tried in this

investigation.

I. INTRODUCTION

Expansive soil is one among the problematic soils that has a high potential for shrinking or swelling due

to change of moisture content. Expansive soils can be found on almost all the continents on the Earth.

Destructive results caused by this type of soils have been reported in many countries. In India, large

tracts are covered by expansive soils known as black cotton soils. The major area of their occurrence is

the south Vindhyachal range covering almost the entire Deccan Plateau. These soils cover an area of

about 200,000 square miles and thus form about 20% of the total area of India. The primary problem

that arises with regard to expansive soils is that deformations are significantly greater than the elastic

deformations and they cannot be predicted by the classical elastic or plastic theory. Movement is usually

in an uneven pattern and of such a magnitude to cause extensive damage to the structures resting on

them. Proper remedial measures are to be adopted to modify the soil or to reduce its detrimental effects

if expansive soils are indentified in a project. The remedial measures can be different for planning and

designing stages and post construction stages. Many stabilization techniques are in practice for

improving the expansive soils in which the characteristics of the soils are altered or the problematic soils

are removed and replaced which can be used alone or in conjunction with specific design alternatives.

Additives such as lime, cement, calcium chloride, rice husk, fly ahs etc. are also used to alter the

characteristics of the expansive soils. The characteristics that are of concern to the design engineers are

permeability, compressibility and durability. The effect of the additives and the optimum amount of

additives to be used are dependent mainly on the mineralogical composition of the soils. The paper

International Journal of Recent Trends in Engineering & Research (IJRTER) Volume 03, Issue 09; September - 2017 [ISSN: 2455-1457]

@IJRTER-2017, All Rights Reserved 105

focuses about the various stabilization techniques that are in practice for improving the expansive soil

for reducing its swelling potential and the limitations of the method of stabilization there on.

Chemical modification by adding lime and lime-pozzolan mixes has been practiced for the last two

decades. However, due to low solubility (about 1.2 g/lit @200c) of lime and mixing problems involved,

use of strong electrolytes like KCl, CaCl2 and FeCl3 were tried by various researchers. Further, a group

of researchers reported that CaCl2 could be an effective alternative to conventional lime treatment due

to its ready dissolvability to supply adequate calcium ions for exchange reactions. In this work it is

attempted to study the effect of electrolytes like KCl, CaCl2 and FeCl3on the properties of expansive

soil.

1.1 OBJECTIVE

The objective of the present work is to study the impact of the electrolytes like KCl, CaCl2 and FeCl3on

the properties of expansive soil in laboratory

1.2 SOIL STABILIZATION

Stabilization of soil in a broader sense is the modification of the properties of a soil is improving its

engineering performance. Soil stabilization is broadly used in connection with road, pavement and

foundation construction. It improves the engineering properties of the soil in terms of volume stability,

strength, and durability. 3 Soil stabilization occurs over a longer time period of curing. A soil that is

treated with ground granulated blast furnace slag is modified and its properties are changed which may

lead to stabilization. When sufficient amount of ground granulated blast furnace slag is added to the soil,

stabilization occurs. Stabilization is different than modification as strength increases.

1.3 TYPES OF STABILIZATION

There are different types of stabilization, each having its own benefits and potential problems. The types

described below are those most frequently used.

1.4 Mechanical Stabilization

The most basic form of mechanical stabilization is compaction, which increases the performance of a

natural material. The benefits of compaction however are well understood and so they will not be

discussed further in this report. Mechanical stabilization of a material is usually achieved by adding a

different material in order to improve the grading or decrease the 3 plasticity of the original material.

The physical properties of the original material will be changed, but no chemical reaction is involved.

For example, a material rich in fines could be added to a material deficient in fines and in order to

produce a material nearer to an ideal particle size distribution curve. This will allow the level of density

achieved by compaction to be increased and hence improve the stability of the material under traffic.

The proportion of material added is usually from 10 to 50 per cent. Mechanical stabilization is usually

the most cost-effective process for improving poorly-graded materials. This process is usually used to

increase the strength of poorly-graded granular material up to the well-graded granular material. The

stiffness and strength will generally be lower than that achieved by chemical stabilization and would

often be insufficient for heavy traffic pavements. It may also be necessary to add a stabilizing agent to

improve the Final properties of the mixed material.

1.5 Cement Stabilization: -

Any cement can be used for stabilization, but Ordinary Portland cement is the most widely used

throughout the world. The addition of cement material, in the 4 presence of moisture, produces hydrated



calcium aluminate and silicate gels, which crystallize and bond the material particles together. Most of

the strength of a cement-stabilized material comes from the hydrated cement. A chemical reaction also

takes place between the material and lime, which is released as the cement hydrates leading to a further

increase in strength. Granular materials can be improved by the addition of a small proportion of

Portland cement, generally less that 10 per cent. The addition of more than 15 per cent cement usually

results in conventional concrete. In general the strength of the material will steadily increase with a rise

in the cement content. There are three main types of cement stabilized materials:-

(a) Soil Cement

Soil cement usually contains less than 5 per cent cement. It can be either mixed in-situ (usually up to

300mm layer at a time) or mixed in plant. The technique involves breaking the soil sample and mixing

in the cement, then adding water and compacting in the usual way. In (1998) croney recommends that a

minimum strength should be 2.5 Mpa (7 days cube crushing strength) or, if this material is used to

replace the sub-base then strength requirement should be increased to 4 MPa. 4

(b) Cement Bound Granular Material (CBM)

Cement bound granular Material (CBM) This can be regarded as a stronger form of soil-cement which

uses granular aggregate (crushed rock or natural gravel) rather than a soil. The process works best if the

natural granular material has limited fines content. This is always mixed in plant and the strength

requirement is 5-7 MPa (7 days cube crushing strength).

(c) Lean Concrete

This material has low cement content and hence looks and behaves as concrete of a CBM. It is usually

made from batched coarse and fine crushed aggregate, but natural washed aggregate (e.g. river gravels)

can also be used. 5

1.6 Lime Stabilization:- The stabilization of pavement materials is not new, with examples of lime stabilization being recorded in

the construction of early Roman roads. However, the invention of Portland cement in the 19th Century

resulted in cement replacing lime as the main type of stabilizer. Lime stabilization will only be effective

with materials which contain enough clay for a positive reaction to take place. Lime is produced from

chalk or limestone by heating and combining with water. The term „lime‟ is broad and covers the

following three main types: a) Quicklime i.e. calcium oxide (CaO), b) Slaked or hydrated lime, i.e.

calcium hydroxide Ca(OH) 2 and c) Carbonate of lime, i.e. calcium carbonate (CaCO3). Only quicklime

and hydrated lime are used as stabilizers in road construction. They are usually added in solid form but

can also be mixed with water and applied as slurry. It must be noted that there is a violent reaction

between quicklime and water and consequently operatives exposed to quicklime can experience several

external and internal burns, as well as blinding. Hydrated lime is used extensively for the stabilization of

soil, especially soil with a high clay content where its main advantage is in raising the plastic limit of the

clayey soil. Very rapid stabilization of water-logged sites has been achieved with the use of quicklime.

1.7 Bitumen or Tar Stabilization Bitumen or tar are too viscous to use at ambient temperatures and must be made into either cut-back

bitumen (a solution of bitumen in kerosene or diesel) or a bitumen emulsion (bitumen particles

suspended in water). When the solvent evaporates or the emulsion breaks‟ the bitumen is deposited on

the material, the bitumen merely acts as a glue to stick the material particles together and prevent the



ingress of water. In many cases the bituminous material acts as an impervious layer in the pavement,

preventing the rise of capillary moisture. In a country where bitumen is relatively expensive compared to

cement and where most expertise is in cement construction, it appears more reasonable to use a cement

stabilizer rather than a bitumen/tar based product. 6

1.8 Geosynthetic Stabilization Geosynthetic in general can be defined as a generic term which includes geotextiles, geomembranes,

geocomposites and these material used by civil engineers to improve soil behaviour. The American

society for Testing and materials has defined geosynthetics as a product manufactured from polymeric

materials. Earth and any other geotechnical engineering materials is an integral part of manmade project

and structures. Geosynthetics are almost exclusively manufactured from polymeric materials such as

polypropylene, polyester, and polyethylene.

1.9 Chemical Stabilization Stabilization of moisture in soil and cementation of particles may be done by chemicals such as calcium

chloride, sodium chloride etc. Although all the method is well versed for the soil stabilization but these

all require money to spend.

II. METHODOLOGY

2.1 MATERIALS

A. Soil The black cotton soil collected from Morampalem village near Amalapuram, E.G.Dt., AP, India. The

properties of the soil are given in Table 2.1.

Table 2.1: Properties of Expansive Soil



2.2 CHEMICALS USED

Commercial grade KCl, CaCl2 and FeCl3 are used for this study. The quantity of the chemical was

varied from 0 to 1.5% by dry weight of soil.

Plate 2.1: Ferric Chloride

Plate 2..2: Calcium Chloride

Plate 2.3: Potassium Chloride

2.3. Laboratory Experimentation

A. Atterberg Limits Liquid Limit Different percentages of chemical ranging from 0-1.5% by dry weight are mixed with the

soil and the liquid limit were determined as per IS: 2720 (part-5)-1985.

Plastic Limit Different percentages of chemical ranging from 0-1.5% by dry weight are mixed with the soil and the

plastic limit were determined as per IS: 2720 (part-6)-1972.



Shrinkage limit Different percentages of chemical ranging from 0-1.5% by dry weight are mixed with the soil and the

shrinkage limit were determined as per IS: 2720 (part-6)-1972.

Compaction Properties Optimum moisture content and maximum dry density of the Expansive soil were evaluated as per IS

Heavy weight compaction test (IS: 2720 part-8, 1983).

Differential Free Swell (DFS The DFS test for all the combinations has been conducted as per IS code of practice (IS:2720-part XL-

1977).

B. Strength Tests Tri-axial test, California bearing ratio& Unconfined Compressive Strength values were found for all the

soil combinations, as presented below. 29

Sample Preparation Both treated and untreated samples were prepared by compacting different mixes to the maximum dry

density of the soil. The initial moisture content for these samples was maintained at optimum moisture

content of the untreated soil. The amount of chemical to be added to the amount of water was arrived at

based on the optimum moisture content of the natural soil and the chemical solution was prepared. This

solution was added to the dry soil and the mixture was thoroughly mixed.

Plate 2.4: Samples Curing In Desiccators

Tri-Axial test The tri-axial tests (as per) were conducted on all the combinations listed in table. At the end of the

respective curing period (the samples were cured for 1 day, 7 days, and 14 days after preparation).



Plate 2.5: Samples Cured For 1, 7, 14 Days.



Plate 2.6: Samples after Failure






California Bearing Ratio Test The California bearing ratio tests (as per IS: 2720 (part-16)-1979) were conducted on all the

combinations listed in table. . At the end of the curing period (all the samples were cured for 3 days and

later soaked for 4 days).

Plate 2.7: Test Setup for CBR Plate








Unconfined Compressive Strength The various mixes of soil and additives in different proportions are fixed at water content corresponding

to OMC values of each mix and the samples are prepared for conducting Unconfined Compressive

Strength test for each proportion in the constant volume mould. These samples are cured for 1 day, 7

days and 14 days. After the period of curing, these samples are tested for unconfined compressive

strength test as per IS code of practice (IS:2720, 1664).

III. DISCUSSION ON TEST RESULTS

Details of the laboratory experimentation carried-out with chemical stabilization have been discussed in

the previous chapter. In this chapter a detailed discussion on the results obtained from various laboratory

were presented.

3.1 LABORATORY TEST RESULTS ON CHEMICAL STABILIZATION

The effect of adding different chemicals to the expansive soil on Atterberg limits, DFS and Strength

Properties are discussed in the following sections

Table 3.1: Effect of Chemical on Index Properties of Expansive Soil



Fig 3. A: Variation of Liquid Limit with Different Percentage Chemicals Blending in Expansive Soil

Fig 3.B: Variation of Plastic Limit with Different Percentage Chemicals Blending in Expansive Soil



Fig 3.C: Variation of Plasticity Index with Addition of Percentage Chemicals

Fig 3.D: Variation of Shrinkage Limit with Addition of Percentage Chemicals Blending In Expansive Soil

The variation of liquid limit values with different percentages of chemicals added to the expansive soil is

presented in the Fig.4.a. It is observed that the decrease in the liquid limit is significant upto 1% of

chemical added to the expansive clay for all the chemicals, beyond 1% there is a nominal decrease.

Maximum decrease in 35 liquid limit for stabilized expansive clay is observed with the chemical FeCl3,

compared with other two chemicals, KCl and CaCl2. Nominal increase in plastic limit of stabilized

expansive clay is observed with increase the percentage of the chemical (Fig.4.b)



Table 3.2: Effect of Chemicals on DFS of Expansive Soil

Fig.3.c shows the variation of plasticity index with the addition of chemicals to expansive clay. The

increase in the plastic limit and the decrease in the liquid limit cause a net reduction in the plasticity

index. It is observed that, the reduction in plasticity indexes are 26%, 41% and 48% respectively for 1 %

of KCl, CaCl2 and FeCl3 added to the expansive clay. The reduction in plasticity index with chemical

36 treatments could be attributed to the depressed double layer thickness due to cation exchange by

potassium, calcium and ferric ions. The variation of shrinkage limit with the percentage of chemical

added to the expansive soil is presented in the Fig.4.d. With increase in percentage of chemical added to

the expansive soil the shrinkage limit is increasing. With 1.5 % chemical addition, the shrinkage limit of

stabilized expansive clay is increased from 12% to 15.1%, 15.4% and 16% respectively for KCl, CaCl2

and FeCl3.

Fig 3.E: Variation of DFS for Different Chemicals Blending In Expansive Soil

Fig 3.E: Variation of DFS for Different Chemicals Blending In Expansive Soil. Effect of Additives on DFS



The variation of DFS of stabilized expansive clay with addition of different percentages of chemicals is

shown in the Fig.4.e. It is observed that the DFS is decreasing with increasing percentage of chemical

added to the expansive soil. Significant decrease in D.F.S. is recorded in stabilized expansive clay with

addition of 1% of chemical. The reductions in the DFS of stabilized expansive clay with addition of 1%

chemical are 40%, 43% and 47% for KCl, CaCl2 and FeCl3 respectively compared with the expansive

clay. The reduction in DFS values could be supported by the fact that the double layer thickness is

suppressed by cation exchange with potassium, calcium and ferric ions and with increased electrolyte

concentration. 37

Table 3.3: Effect of Chemicals on CBR of Expansive Soil

Fig 3.F: Variation of CBR of Stabilized Expansive Soil with Percentage of Chemicals

2

2.5

3.6 3.7

2

3.1

3.98 4.07

2

3.38

4.32 4.4

0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

5

0 0.5 1 1.5 2

Soak

ed

CB

R V

alu

es

% Of Chemicals

Potassium Chloride

Calcium Chloride

Ferric Chloride



3.2 Effect of Additives on CBR Fig.4.f. shows the variation of CBR of stabilized expansive clay with addition of different percentages of

chemicals. It is can be seen that the CBR is increasing with increasing percentage of chemical added to

the expansive soil. Significant increase in CBR is recorded in stabilized expansive clay with addition of

chemical upto 1%, beyond this percentage the increase in CBR is marginal. The increase in CBR values

of stabilized expansive clay with addition of 1% chemical are 80%, 99% and 116% for KCl, CaCl2 and

FeCl3 respectively compared with the expansive clay. The increase in the strength with addition of

chemicals may be attributed to the cation exchange of KCl, CaCl2 & FeCl3between mineral layers and

due to the formation of silicate gel. The reduction in improvement in CBR beyond 1% of chemicalsKCl,

CaCl2 & FeCl3, may be due to the absorption of more moisture at higher chemical content.

Table 3.4: Variation of Shear Strength Parameters with the Addition of Chemicals to Expansive Soil

3.3 Effect of Additives on Shear Strength Properties

The undrained shear strength parameters of the remoulded samples prepared at MDD and optimum

moisture content with addition of 0.5%, 1% and 1.5 % of chemicals, KCl, CaCl2 & FeCl3, to the

expansive soil are presented in the table 4.5. The prepared samples are tested after 1day, 7 days and 14

days. Significant change in undrained cohesion and marginal change in angle of internal friction is

observed with addition of chemicals to the expansive clay. The increase in the shear strength parameters

with addition of chemicals may be attributed to the cation exchange of chemicals. The shear strength

parameters are increases upto 1 % chemical addition of above three chemicals, beyond this percentage

there is a considerable decrease is observed may be due to the absorbtion of more moisture at higher

chemical content.



Table 3.5: Variation of Undrained compressive strength of stabilized expansive clay

Fig 3.g: Variation of UCS for 1day curing



Fig3.h: Variation of UCS for 7 days curing

Fig3.i: Variation of UCS for 14 days curing

3.4 Effect of Additives on Shear Strength Properties

The unconfined compressive strength of the remoulded samples prepared at MDD and optimum

moisture content with addition of 0.5%, 1% and 1.5 % of chemicals, KCl, CaCl2 & FeCl3, to the

expansive soil are presented in the table 4.6. The prepared samples are tested after 1day, 7 days and 14

days. As expected, the unconfined compressive strength is increasing with time may be due chemical

reaction. It is observed that the unconfined compressive strength of the stabilized expansive soil is

increasing with increase in percentage of chemical added to the soil.The unconfined compressive

strength of stabilized expansive clay is increased by 133%, 171% & 230% when treated with 1% %



chemical, of KCl,CaCl2 and FeCl3 respectively. The increase in the strength with addition of chemicals

may be attributed to the cation exchange of KCl,CaCl2& FeCl3between mineral layers and due to the

formation of silicate gel. The reduction in strength beyond 1% each of KCl, CaCl2 & FeCl3 may be due

to the absorption of more moisture at higher KCl, CaCl2 & FeCl3. The optimum percentage of

different additives observed during the laboratory experimentation are summarized and presented in the

following Table.

3.6. Optimum percentage of different additives

3.7.

IV. CONCLUSIONS

The following conclusions can be drawn from the laboratory study carried out in this investigation.

It is observed that the liquid limit values are decreased by 57 %, 63% and 70% respectively for 1%

of KCl, CaCl2 and FeCl3 chemicals added to the expansive clay.

Marginal increase in plastic limits is observed with addition of chemical to the expansive clay.

Decrease in plasticity index is recorded with addition of chemical to the expansive soil.

The shrinkage limit is increasing with 1.5 % chemical addition; it is observed that the shrinkage

limit of stabilized expansive clay is increased from 12% to 15.1%, 15.4% and 16% respectively for

KCl, CaCl2 and FeCl3.

The D.F.S values are decreased by 40%, 43% and 47% for 1% of KCl, CaCl2 and FeCl3

treatments respectively.

The CBR values are also increased by 80%, 103% and 116% respectively for 1% of KCl, CaCl2

and FeCl3 treatment

The Significant change in undrained cohesion and marginal change in angle of internal friction is

observed with addition of chemicals to the expansive clay.

The UCS values are increased by 133%, 171% and 230% respectively for 1% ofKCl, CaCl2 and

FeCl3 treatments for a curing period of 14 days.

V. SCOPE FOR FURTHER WORK

Advanced cyclic Tri axial tests may be conducted for further confirmation of test results.

REFERENCES I. A S S Vara Prasad N Avas and S Ashok Kumar (2016),” Stabilization of Marine Clay with Sawdust and Lime for

Pavement Subgrades”, IJSRD - International Journal for Scientific Research & Development, Vol. 4, Issue 07.

II. Anandakrishnan, M. and Dhaliwal, S.S. (1966):“Effect of Various constructions of sodium chloride and Calcium

Chloride on the pore pressure parameters and on strength parameters of Black Cotton Soil”, Research Report,

Dept. of Civil Eng., IIT,Kanpur, India.

III. Bansal, R.K., Pandey, P.K.and Singh, S.K (1996): “Improvement of a Typical Clay for Road Subgrades with

Hydrated Lime”, Proc. of National Conf. on Problematic Subsoil Conditions, Terzaghi-96, Kakinada, India,

pp193-197.

IV. Bell, F.G. (1993): “Eng. Treatment of Soils”, E&FN Spon Pub. Co.

V. Bhattacharya, P. and Bhattacharya, A. (1989): “Stabilization of Bed banks of Railway Track by Lime Slurry

Pressure Injection Technique”, Proc. of IGC-89, Visakhapatnam, Vol. 1, pp. 315-319.

Additives Optimum percentage

KCl

CaCl2

FeCl3

1

1

1



VI. CBRI. (1978): “Handbook on Under-reamed and Bored Compaction Pile Foundation”, Jain Printing

Press,Roorkee, India.

VII. Chandrasekhar, B.P., PrasadaRaju, G.V.R., Ramana Murthy, V. and Harikrishna, P. (1999): “Relative

Performance of Lime and Calcium Chloride on properties of Expansive soil for pavement subgrades”, Proc. of

IGC-99, Calcutta, pp 279-282.

VIII. Chen, F.H and Ma, G.S. (1987): “Swelling and Shrinkage Behavior of expansive clays”, Proc. of 6th Int. Conf. on

expansive soils, Vol1, New Delhi, pp. 127-129.

IX. Chen, F.H. (1988): “Foundations on Expansive Soils”, Elsevier publications Co., Amsterdam.

X. Chu. T.Y. AND Mou, C.H. (1973): “Volume Change Characteristics of expansive soils determined by controlled

suction tests”, Proc. of 3rd Int. Conf on expansive soils, Haifa, Israel, Vol 1, pp 177-185.

XI. Chummar, A.V. (1987): “Treatment of Expansive Soil below Existing Structures with Sand – Lime Piles”, Proc.

of sixth Int. Conf. on expansive soils, New Delhi, pp. 451-452.46

XII. CRRI. (1991): “Report on Base Paper on Test Track Research”, CRRI, New Delhi.

XIII. Davidson, L.K., Demirel, T.and Handy, R.L (1965): “Soil Pulverization and Lime Migration in Soil-Lime

stabilization”, Highway Research Record-92, pp 103-126.

XIV. Desai, I.D. and Oza, B.N. (1977): “Influence of Anhydrous Calcium Chloride on the Shear Strength of Expansive

soils, Proc. of the First National Symposium on Expansion soils, HBTI-Kanpur, India, pp 4-1 to 4-5.

XV. Deshpande, M.D. et al. (1990): “Performance Study of Road Section Constructed with Local Expansive Clay

(Stabilized with lime) as Subbase material”, Indian highways, pp. 35-41.

XVI. Dif, E. and Bluemel, W.F. (1991): “Expansive Soils Under Cyclic Drying and Wetting”, Geotechnical Testing

Journal, pp. 96-102.

XVII. Evans, R.P and Mc Manus, K.J. (1999): “Construction of Vertical Moisture Barriers to reduce expansive soil

subgrade movement”, TRR-1652, TRB, pp.108-112.

XVIII. Frydman, S., Ravins, L and Ehrenreich, T. (1997): “Stabilization of Heavy Clay with Potassium Chloride”,

Journal of Geo-technical Eng., Southeast Asian Society of Soil Eng., Vol 8, pp. 95-108.

XIX. Gichaga, F.J. (1991): “Deflections of Lateritic Gravel-Based and Stone Based Pavements of a Low-Volume Tea

Road in Kenya”, TRR-1291. TRB, pp. 79-83.

XX. Gokhale, K.V.G.K. (1977): “Mechanism of Soil Stabilization with Additives”, Proc. of the first national

symposium on expansive soils, HBTI, Kanpur, pp. 10-1 to 10-5.

XXI. Gokhale, Y.C. (1969): “Some Highway Eng. Problems in Black Cotton Soil Region”, Proc. of the Symposium on

characteristics of and construction techniques in black cotton Spil, pp, 209-212.

XXII. Grim, R.E. (1959): “Physico-chemical properties of soils-clay minerals”, Journal of the soil mechanics and

foundation Division, ASCE, Vol. 85, No. SM2, pp. 1-17.

XXIII. Gupta, A.K., Jain, S.S. and Bhatia, S.K. (1992): “A Study on Relationship between Rut Depth, Deflection and

other Distress modes for flexible pavements”, IRC Journal, pp. 141-187.47

XXIV. Haas, R., Walls,J and Carroll, R.G. (1988): “Geogrid Reinforcement of Granular bases in flexible pavements”,

TRR-1188, TRB,pp. 19-27.

XXV. Hausmann, M.R. (1990): “Eng. Principles of Ground Modification”, McGraw Hill Book Co., New Delhi.

XXVI. Ho, M.K (1968): “Swelling Characteristics of Expansive Clay with Access to Common Electrolytes”, Proc. of the

SoutheastAsian Regional Conf. on soil Eng., Asian institute of Tech., Bangkok, pp. 159-167.

XXVII. Holm, G., Brendenberg,H. and Broms, B.B. (1981): “Lime Columns as Foundation for Light Structures”, Proc. of

10th ICSMFE, Stockholm, Vo. 3, pp. 687-694.

XXVIII. Holtz, W.G. (1959): “Expansive Clays – Properties and Problems”, First Annual Soil Mechanics Conf., Colorado

School of Mines, Colorado, pp. 1-26.

XXIX. Holtz, W.G. (1969): “Volume Change in Expansive Clay Soils and Control by lime Treatment”, Proc. of 2nd Int.

Research and Eng. Conf.on expansive clay soils, Texas A & M Press, Texas, pp. 157-174.

XXX. Holtz, W.G. and Gibbs,H.J. (1956): “Eng. Properties of Expansive Clays”, Transactions of ASCE, Vol. 121, pp.

641-647.

XXXI. Hopkins, T.C., Hunsucker, D.Q.andBeckam, T. (1994): “Selection of Design Strengths of Untreated Soil

Subgrades and Sub grades treats with cement and hydrated lime”, TRR-1440, TRB, pp. 37-44.

XXXII. Humad, S. (1977): “Lime pile stabilization of Black cotton soil”, Proc. of the 1st National Symposium on

Expansive Soils, HBTI-Kanpur, India, pp. 4-1 to 4-8.

Documents

STABILIZATION OF SOIL USING CHEMICAL METHODS · · 2017-09-26STABILIZATION OF SOIL USING CHEMICAL ... (liquid limit, plastic limit), sieve Analysis, specific gravity, proctor compaction