Effect of Lime on Granite Dust Stabilized Mud · PDF fileEffect of Lime on Granite Dust...

World Conference on

Applied Sciences, Engineering & Technology

24-26 October 2015, Kumamoto University, Japan

Effect of Lime on Granite Dust Stabilized Mud Blocks

DEEPAK NAYAK, PURUSHOTHAM G. SARVADE, JAGADEESHA PAI B., RANGA SWAMY Department of Civil Engineering, Manipal Institute of Technology, Manipal University, Manipal, India

Email: nayak.deepak@manipal.edu, dnnayak@gmail.com

Abstract: Most of the soil in their natural condition lack the strength, dimensional stability and durability

required for building construction. In the present investigation an attempt is made to study and improve the

quality of locally available red lateritic soil by stabilisation. The granite cutting and polishing dust obtained from

granite tile industry and lime are used as stabilisers. The granite dust is dumped as a waste material usually in

rivers, lakes and landfills resulting in environmental problems. The use of stabilised blocks involves no

pollution and is cost-effective, thus further benefiting the environment by saving deforestation for burning fired

clay bricks. The study focuses on correlating the Unconfined Compressive Strength (UCS), Optimum Moisture

Content (OMC) and Maximum Dry Density (MDD) by stabilising locally available lateritic soil with granite

dust and adding lime up to 15% by dry weight of soil. The investigation revealed an improvement in compaction

characteristics. The UCS value after 7 days and 28 days of curing shows increasing trend up to 9% addition of

lime and thereafter shows a decreasing trend. Hence 9% lime addition is found to be the optimum value for

getting maximum strength and durability. The 28 days average compressive strength of the blocks casted using

the same mix gave a better strength than the conventional bricks.

Keywords: Lateritic soil, Lime, Granite dust, MDD, OMC, UCS, Stabilised Blocks

Introduction: The cost of building materials contributes a large

portion of the overall project cost. Production of

building components using advanced technology is

very expensive. The cost of construction can be

reduced significantly by using locally available

building materials by improving its quality.

Granite mining and process industry are one of the

most promising business areas of the mining sector,

with a mean growth in the world production of

approximately 6% per year in the last 10 years [1].

Granite cutting and polishing dust is a by-product of

granite tile Industry. It is estimated that during the

cutting process 30% of granite mass is lost in the

form of dust and 250-400 tons of granite waste is

generated every year [2]. Granite dust is a non-

biodegradable waste. The finer particles of granite

dust can be easily inhaled by human kind which

results in severe health hazards [3].

For manufacturing soil-cement bricks granite dust

can be used as an effective alternative raw material

[4]. Low density blocks will not have good strength.

Hence it is necessary to increase the density of the

soil by adding the stabilizer to compact it at suitable

moisture content.

Laterite is a cheap, environmental friendly and

abundantly available building material in the coastal

region. Lateritic soils are encountered over extensive

non-alluvial tracts of peninsular India and are made

up of such acidic rocks as granite, gneiss and schist.

It is formed due to tropical and subtropical

weathering. The factors encouraging the formation of

laterites are; basic or intermediate parent rock

material containing ferro-alumina silicates, a

permeable profile, heavy rainfall, high humidity, hot

climates with coolish nights and a fluctuating water

table [5]. Laterite is rich in iron oxide and aluminium

hydroxides and low in silica content [6].

The stabilised blocks are cost effective and energy

efficient alternative material to the conventional

burnt clay bricks and to other commonly used

masonry units in construction. To improve the quality

of the stabilised blocks currently available in the

market and also to utilise the by-product which is

being dumped as a waste causing environmental

issues, a detailed investigation was carried out to use

lateritic soil as a raw material to make granite dust

stabilised blocks and lime as a binder. For the

purpose of this study, granite dust was collected from

Bantakal, Udupi District, Karnataka.

This paper deals with the experimental

investigations carried out to study the feasibility

of use of lime as a binder to the granite dust

stabilised lateritic soil to produce stabilized mud

blocks. The main objective of the present study is to

improve the quality of granite dust stabilized blocks

by adding lime as a binding material in 0%, 3%, 6%,

9%, 12% and 15% proportions and to determine the

optimum quantity of binder (lime) to get the desired

strength and durability.

Experimental Investigation:

The lateritic soil-granite dust, in the present

investigation, is mixed with pulverized hydrated lime

in various proportions, i.e. 0%, 3%, 6%, 9%, 12%

and 15% by weight of oven dried soil mix. The

samples for UCC were prepared for MDD and OMC.

Proper care was taken to maintain the homogeneity

of the mix. Various laboratory tests were conducted

as per IS specification on soil - granite dust mix to

study the correlation of the Unconfined Compressive

Strength (UCS), Optimum Moisture Content (OMC)

DEEPAK NAYAK, PURUSHOTHAM G. SARVADE, JAGADEESHA PAI B., RANGA SWAMY

Proceedings of the 4th

World Conference on Applied Sciences, Engineering and Technology

24-26 October 2015, Kumamoto University, Japan, ISBN 13: 978-81-930222-1-4, pp 251-257

and Maximum Dry Density (MDD). The blocks were

casted for the optimum mix and tested for strength

and durability. The tests involved were Specific

Gravity, Grain Size Analysis, Atterberg Limits,

Standard Proctor Compaction Test, Compressive

strength and Water absorption.

1. Soil:

Laterite is a cheap, environmental friendly and

abundantly available building material in the coastal

region. Laterite is formed due to tropical and

subtropical weathering.

Laterite is rich in iron oxide and aluminium

hydroxides and low in silica content [7]. The laterite

soil colour can vary from red, brown or black

depending on the concentration of iron oxides.

The reddish colour of Laterite soil is due to the

presence of iron compounds in the soil composition.

2. Admixtures:

Granite mining and process industry is one of the

most promising business areas of the mining sector,

with a mean growth in the world production of

approximately 6% per year in the last 10 years [1].

Granite cutting and polishing dust is a bi-product of

granite tile Industry. It is a non-biodegradable waste.

The finer particles of granite dust can be easily

inhaled by human kind which results in severe health

hazards.

In the present study, an attempt is made to improve

the quality of laterite soil. For the purpose of this

study, Granite dust was collected from Bantakal,

Udupi District, Karnataka.

3. Lime

Lime has been used as a soil stabiliser for roads from

olden days. Hydrated lime, also called slaked lime, is

the most commonly used lime for soil stabilisation.

Lime is also used in combination with other

admixtures like flyash, cement, bitumen for soil

stabilisation. Soil plasticity, density and strength are

changed by the addition of lime to soil. In the present

study pulverised hydrated lime is used as a binder.

Generally in lime stabilisation, liquid limit of the soil

decreases but the plastic limit increases. Thus, the

plasticity index of the soil decreases. The soil

becomes more friable and workable. The changes in

plasticity are governed mainly by the mineralogy of

the clay and the proportion of clay fraction in the soil

Results and Discussion:

1. Geotechnical properties of lateritic soil:

The geotechnical properties of lateritic soil is

mentioned in Table 1. Grain size analysis of lateritic

soil as per IS: 2720 (part 4)-1985 [8] in this study is

also specified in Table 1 (Figure1)

Grain size analysis of granite dust and soil mixed

with different proportions of granite dust conducted

as per IS: 2720 (part 4)-1985 in this study is specified

in Figure 2 and Fig 3.

Table 1: Geotechnical properties

Properties Lateritic soil

Specific Gravity 2.6

Liquid Limit (%) 47.5

Plastic Limit (%) 32.42

Plasticity Index (%) 15.08

Shrinkage Limit (%) 24.43

OMC (%) 20

MDD (kN/m3) 18.16

Gravel Size 59.2

Sand Size 40.4

Silt and Clay size 0.4

Soil Classification GW

Figure1: Grain size analysis of lateritic soil

2. Geotechnical properties of granite dust and

Figure2: Grain size analysis of granite dust

The geotechnical properties of granite dust are

mentioned in Table 2.

Table 2: Geotechnical properties

Properties Granite Dust

Specific Gravity 2.75

OMC 21.5%

MDD 15.3kN/m3

3. Standard proctor compaction test

The standard proctor compaction test is carried out as

per [IS: 2720 (Part 7) – 2002] [9]. The variation of

MDD and optimum moisture content (OMC) with the

percentage of lime added is discussed in 3.1, 3.2 and

Effect of lime on granite dust stabilised mud blocks

Figure3: Grain size analysis of mix

3.1. Variation of MDD with percentage of lime

added:

Figure 4: Variation of MDD with percentage lime

The Figure4 shows the plot between Maximum dry

density and percentage of lime added. From the

experimental investigation, it is found that the

maximum dry density of the soil decreases as

percentage lime increases. The prediction equation

obtained is as below:

y= -0.1196x+ 18.947, where y represents the MDD

and x is the percentage lime added.

3.2. Variation of OMC with percentage of lime

added:

The Figure5 shows the graph between OMC and

percentage of lime added. It is found that the

Optimum moisture content of the soil mix increases

with the increase in percentage of lime. The

prediction equation obtained is as below:

y = 0.3495x + 16.162,

where y represents OMC and x is the percentage lime

added. Fig 6 shows the variation of maximum dry

density with the optimum moisture content. It is

evident from the above figure that the MDD decreases

with the increase in OMC. The prediction equation

obtained is as below:

y=-0.3209x+24.078,

R² = 0.9695

Where y represents MDD and x is the percentage

The following reasons could explain this behaviour;

1. The lime added causes the aggregation of the

particles to occupy larger spaces and hence alters the

effective grading of the soils.

2. The specific gravity of lime is generally lower than

that of the soils tested, and

3. The pozzolanic reaction between the clay present in

the soils and the lime is responsible for the increase in

Figure 5 Variation of OMC with percentage lime

3.3. Variation of MDD with increase in OMC:

Figure 6: Variation of MDD with OMC

4. Consistency Limit Test

The oven dried lateritic soil-granite dust mix, blended

with lime was tested for consistency limits. Soil

samples weighing about 120 gm passing 425-micron

IS Sieve is taken and thoroughly mixed with water to

determine the consistency limits (Liquid limit, plastic

limit, and shrinkage limit) as per IS [IS : 2720 ( Part 5

)-1985] [10]. The variation of liquid limit, plastic

limit, plasticity index and shrinkage limit with

percentage of lime is discussed in sections 3.4.1,

3.4.2, 3.4.3 and 3.4.4 respectively.

4.1. Variation of liquid limit with percentage of

lime added:

As per the experimental results obtained, fig 7

represents the graph between liquid limit and

percentage of lime added. It is clear from the graph

that the liquid limit is showing decreasing trend.

Figure 7: Variation of liquid limit with percentage of

lime added

3.4.2 Variation of plastic limit with percentage of

lime added:

represents the graph between plastic limit and

that the plastic limit is showing increasing trend.

Figure 8: Variation of plastic limit with percentage of

lime added

4.3. Variation of Plasticity index with percentage

of lime added:

Figure 9: Variation of Plasticity Index with

percentage of lime added

represents the graph between plasticity index and

that the plasticity index is showing decreasing trend.

Figure 10: Variation of Shrinkage Limit with

percentage lime added

4.4. Variation of Shrinkage Limit with percentage

of lime added: As per the experimental results obtained, fig 10

represents the graph between Shrinkage limit and

that the shrinkage limit is showing increasing trend.

4.5. Unconfined compressive strength:

The lateritic soil-20% granite dust mix blended with

various percentage of lime were prepared using a

standard mould with internal diameter of 38mm and

height of 76mm. The UCS of soil specimens were

tested for 0%, 3%, 6%, 9%, 10%, 12% and 15% of

addition of lime at 7 day and 28 day curing period.

The results are shown in Figure 11, Figure 12, Fig 13

and Fig 14.

5.1. Variation of stress with percentage strain

Figure 11: Variation of Stress with Strain after 7 days

curing

Figure 12: Variation of Stress with Strain after 28

days curing

Fig 11 shows the relationship of axial stress and strain

after 7 days curing period. The soil-20% granite dust

mix treated with 9% lime failed at higher value of

UCS compared to other percentage lime addition.

Similarly Fig 12 shows the relationship of axial stress

and strain after 28 days curing period. The soil-20%

granite dust mix treated with 9% lime failed at higher

values of UCS compared to other percentage lime

addition. Thus the maximum value of UCS is

observed on both 7days and 28 days curing period.

5.2. Variation of UCS with the percentage of lime

added: It is evident from the Figure 13 that the value of

unconfined compressive strength (UCS) of soil-20%

granite dust mix blended with 9% lime addition

increased from 330 kN/m2 to 620 kN/m

2 after 7 days

curing and the value of UCS increased to 1,454 kN/m2

after 28 days of curing period. As the percentage lime

increases above 9% the UCS value shows decreasing

trend. The same trend can be observed in both 7 days

cured samples and 28 days cured samples. Therefore

the 9% addition of lime is found to be the optimum

percentage of lime addition.

Figure 13: Variation of UCS with percentage lime

3.5.3. Variation of UCS with the increase in curing

period:

Figure 14: Variation of UCS with curing period

Fig 14 represents the relationship between UCS and

curing time of original lateritic soil, soil-20% granite

dust mix and soil mix treated with 9% addition of

lime. The value of UCS of original soil increased

from 134 kN/m2 to 716 kN/m

2 and thereafter shows

horizontal trend and the value remains constant. The

value of UCS of soil-20% granite dust mix increased

from 330 kN/ m2 to 1,472 kN/m

2 and thereafter shows

horizontal trend and the value remains constant. The

value of UCS of soil-20% granite dust mix blended

with 9% lime addition, increases from 127 kN/m2 to

620 kN/m2 after 7 days of curing period and 1454

kN/m2 after 28 days of curing period. Thus the

variation of UCS of soil with 9% lime addition

linearly varies with the increase in curing period.

The various geotechnical properties with increase in

dosage of lime is given in Table 3.

Table 3: Geotechnical properties of lateritic soil-20%

granite dust mix before and after blended with lime

Atterberg

Limits Percentage Lime Addition

0% 3% 6% 9%

Liquid

Limit (%)

Plastic

Limit (%)

Plasticity

Index (%)

Shrinkage

Limit (%)

Grain Size

Analysis

Gravel

Size (%)

Sand Size 68.5 64.9 62.3 62.7 70.8 71.5

(%) 4 8 6 5 9 7

Silt/ Clay

4 0.07 0.09 0.18 0.71 0.09

Cu 49 4.1 5 11.2

5 31 5.65

Cc 2.94 1.52 0.99 1.1 3.22 0.9

Classificat

SM SP SP SW SP SP

Compaction Characteristics

(kN/m3)

OMC (%) 15.5 18.2 18.6 19 19.3 22.1

7 days

kN/m2 )

330 308 407 620 311 256

28 days

(kN/m2)

330 656 127

3.6. Variation of Strength of stabilised blocks with

curing period

y = 45.621x + 201.42 R² = 0.9822

0 7 14 21 28 35

Curing period (Days)

Original Soil

soil + 20% Granite dust

Linear (9% lime addition)

Figure 15: Variation of compressive strength with

curing period

Blocks are air dried for 1 day and then stacked

and moist cured for the following 28 days by

covering them with gunny bags and keeping them

moist. After 28 days, the blocks are dried and tested

for dry compressive strength. The blocks are tested in

a compression testing machine, until the blocks fail

under compression.

From the Fig 15 it is evident that blocks casted of

soil-dust mix blended with 9% lime addition gave an

average compressive strength of 1.99 N/mm2 and 3.67

N/mm2 after 7 days and 28 days of curing period

respectively. However, the blocks casted with only

lateritic soil after natural air drying gave an average

compressive strength of 1.9 N/mm2 and remained

same during the test. The blocks casted with lateritic

soil blended with 20% granite dust (optimum

percentage) gave an average compressive strength of

2.05 N/mm2 and remained unchanged.

In most cases, for given curing conditions, a soil will

achieve a maximum strength at some optimum lime

content or will reach a lime content, beyond which

further increase in treatment level will not produce a

significant strength increase. The literature indicated

that optimum lime contents will vary depending on

soil type, lime type, curing period and curing

temperature. Higher density achieved with higher

compactive efforts also influences the cured strength

of a lime-soil mixture. Although lime carbonation

may contribute slightly to strength increase of the

lime-soil mixtures, the pozzolanic reaction

mechanism is regarded as the prime contributor of

strength. Unconfined compressive strength is used as

a measure of the pozzolanic reaction that occurs to

varying degrees with different lime-soil mixtures.

Generally the strength of the soil increases with the

addition of lime. It is partly due to a decrease in the

plastic properties of the soil and partly due to

formation of cementation. The lime content required

for stabilization depends upon the role of lime.

Plasticity of the soil gets affected during the short

term reaction and the strength during the long term

reaction of lime and soil. When lime is added to a clay

soil, it must first satisfy the affinity of the soil for

lime, that is, ions are adsorbed by clay minerals and

are not available for pozzolanic reactions until this

affinity is satisfied. The content of lime, which is

fixed in the soil and is not available for other

reactions, has been referred to as lime fixation. The

lime fixation point corresponds with the point where

further addition of lime does not bring further changes

in the plastic limit. However an optimum quantity of

lime is needed for achieving maximum improvement

on targeted properties of soil. Normally between 1%

and 3% lime by weight of soil is required to modify

the plasticity. The content of lime more than the limit

of fixation is available for other reactions and it

increases the strength of the soil until an optimum

lime content is reached beyond which the strength

continues to increase at a reduced rate or begins to

decline.

7. Durability study of stabilised blocks:

7.1. Total Water Absorption

Water absorption test is a test conducted over 24

hours to determine the quantity of water absorbed by

a block. At first, cured specimens are air dried for

a day and then it is submerged in water at a

temperature of 270 C for 24 hours (IS 3495 part 2)

[11]. It is weighed again on the next day and the

quantity of water absorbed by the block is

ascertained as a percentage of its initial mass.

The total water absorption of the 9% lime stabilised

blocks are tested after 7 days of curing and 28 days of

curing period and are listed in Table No. 4. The water

absorption of blocks are reduced as the curing period

is increased. The blocks cured for 28 days shows less

water absorption than that of 7 days value. This may

be due to the filling of the pore or voids by the

cementitious or pozzolanic compounds. The average

total water absorption value after 28 days curing is

less than the water absorption of first class bricks (less

than 15%) [12].

Table 4: Total water absorption of lime stabilised

blocks

Number of days 7 days 28 days

Total water absorption 22.33% 11.23%

4. Conclusion:

The threat of Environmental pollution is reduced by

using the granite dust instead of disposing it. Usage of

stabilised blocks may lead to minimal use of non-

renewable naturally available resources. Thus, the

environmental crisis of deforestation is also eradicated

making the stabilised block an eco-friendly

construction material.

1. From the consistency test the liquid limit showed a

decreasing trend and plastic limit showed an

increasing trend with the addition of lime. Also the

1.9 1.9 2.05 2.05 1.99

Curing Period (days)

only soil

soil + 20% granite dust

soil + 20% granite dust + 9% lime

plasticity index showed a decreasing trend with the

addition of lime. The variations are in agreement with

the results obtained in previous studies [13].

2. In the standard proctor test, the dry density is

showing decreasing trend and optimum moisture

content is showing increasing trend as the percentage

of lime added is increased.

4. It was observed in the unconfined compressive

strength test (after 7 days and 28 days curing), the

value of UCS showed a rising trend up to 9% addition

of lime and thereafter showed a decreasing trend.

5. The value of UCS of soil-20% granite dust mix

blended with 9% lime addition, increases with

increase in curing period.

6. As the percentage lime increases above 9%, the

UCS value shows a decreasing trend. The same trend

can be observed in both 7 days cured samples and 28

days cured samples. Therefore the 9% addition of

lime is found to be the optimum percentage of lime

addition.

7. The average compressive strength of the blocks

tested after 28 days of curing period is more than the

minimum compressive strength of fired bricks as per

IS 1077 : 1992. The strength of the blocks will further

increase with increased curing due to pozzolanic

reactions at later stage.

8. The average water absorption of blocks reduced

with the increase in curing period from 7 days to 28

days. The value obtained for 28 days curing period

was below the minimum value as specified in IS

1077:1992.

References: [1] Menezes R. R. et al.(2005). “Use of granite

sawing wastes in the production of ceramic

bricks and tiles”, Journal of the European

Ceramic Society, Vol.25 Issue 7.

[2] Mamta B. Rajgor and Jayeshkumar Pitroda

(2013). “A Study of Utilization Aspect of Stone

waste in Indian context”, International Journal of

Global Research Analysis, Vol.2 Issue.1.

[3] Rajendra Prasad H. N. et al. (2014). “An

approach for alternative solution in brick

manufacturing”,International Journal of Science,

Environment and Technology,Vol.3 Issue 3.

[4] Ribeiro S. V. and Holanda J. N. F. (2014) “Soil-

cement bricks incorporated with granite cutting

sludge”, International Journal of engineering

science and innovative technology, Vol. 3 Issue

[5] Gidigasu, M.D.(1976).”Laterite soil engineering.

”Developments in geotechnical engineering 9,

Elsevier scientific publishing company, Oxford,

New York.

[6] Kowalski T. E. and Starry D. W.(2007). “Modern

Soil Stabilization Techniques”, Annual

conference of the Transportation Association of

Canada (Saskatoon, Saskatchewan-2007), PP 14-

[7] Chaibeddra et al. (2013). “Sustainability of

Stabilized Earth Blocks to Water Erosion”,

Iternational Journal of Engineering and

Innovative Technology, Vol.2, Issue 9.

[8] IS: 2720 (Part 4)-1985, (Reaffirmed 2006)

“Methods of Test for Soil: Grain Size Analysis.”

Bureau of Indian Standards.

[9] [9] IS: 2720 (Part 7)-1980, (Reaffirmed 2002)

“Methods of Test for Soil: Determination of

Water Content – Dry density Relation Using

Light Compaction.” Bureau of Indian Standards.

[10] IS: 2720 (Part 5)-1985, (Reaffirmed 2006)

“Methods of Test for Soil: Determination of

Liquid and Plastic limits.” Bureau of Indian

Standards.

[11] IS: 3495 (part 2)-1992, (Reaffirmed 2002),

“Methods of Tests of burnt clay building bricks:

Determination of water absorption.

[11] IS:1077 - (1992) (Reaffirmed 2002), “Common

burnt clay building bricks”, Bureau of Indian

Standards.

[12] Ninija Merina et al (2012). “Performance of

cementitious soil”. International Journal of

Emerging Technology and Advanced

Engineering, Vol. 2, Issue 11.

Effect of Lime on Granite Dust Stabilized Mud · PDF fileEffect of Lime on Granite Dust...

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