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International Journal of Civil Engineering and Technology (IJCIET)

Volume 6, Issue 9, Sep 2015, pp. 31-46, Article ID: IJCIET_06_09_004

Available online at

http://www.iaeme.com/IJCIET/issues.asp?JTypeIJCIET&VType=6&IType=9

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

© IAEME Publication

___________________________________________________________________________

STUDY OF STRUCTURAL BEHAVIOUR ON

POZZOLANIC MATERIAL (RICE HUSK)

Mr. K. G. Vinothan

Research Scholar/Department of Civil Engineering

Karpagam University, Coimbatore, India

Dr. G. Baskar

Associate Professor, Civil Engineering

Institute of Road and Transport Technology Erode, India

1. INTRODUCTION

Concrete is a widely used construction material for various types of structures due to

its structural stability and strength. Indian construction industry is today consuming

about 400 million tones of concrete every year and it is expected that this may reach a

billion tones in less than a decade. All the materials required producing such huge

quantities of concrete come from the earth’s crust. Thus it deflects its resources every

year creating ecological strains. On the other hand human activities on earth produce

solid wastes in considerable quantities of over 2500 million tones per year, including

industrial wastes, agricultural wastes and wastes from rural and urban societies.

Among the solid wastes, the most prominent materials are fly ash, blast furnace slag,

rice husk (converted into ash), silica fume and material from construction demolition.

Most of the increase in cement demand will be met by the use of supplementary

cementing materials, as each ton of portland cement clinker production is associated

with a similar amount of CO2 emission which is a major source of global warming. By

reducing the use of portland cement, CO2 emission is controlled. Due to growing

environmental concerns and the need to conserve energy and resources, efforts have

been made to utilize industrial and agro products in the construction industry as a

pozzolanic mineral admixture to replace ordinary portland cement. Pozzolanic

materials are siliceous or siliceous and aluminous material which in itself possesses

little or no cementitious value, but which is in finely divided form and in the presence

of moisture, chemically react with calcium hydroxide at ordinary temperature to form

compounds possessing cementitious properties. As per IS: 456 – 2000, the following

pozzolanic materials are permitted as cement replacement material in concrete

Fly ash (FA)

Silica fume (SF)

Metakaolin (M)

Ground granulated blast furnace slag (GGBS)

Rice husk ash (RHA)

K. G. Vinothan and Dr. G. Baskar


Rice husk ash is a general term describing all types of ash produced from burning

rice husk. In practice, the type of ash varies considerably according to the burning

technique. The silica in the ash undergoes structural transformations depending on the

conditions (time, temperature, etc.) of combustion. At 550°C – 800°C amorphous ash

is formed and at temperatures greater than this, crystalline ash is formed. These types

of silica have different properties and it is important to produce ash of the correct

specification for the particular end use. India produces 25 million tones of rice husk

annually and it is estimated that approximately 12 million tones are readily available

for disposal from the rice mills. The utilization of RHA as a pozzolanic material in

cement and concrete provides several advantages, such as improved strength and

durability properties, reduced materials cost due to cement savings and environmental

benefits related to the disposal of waste materials. Superplasticizer is mainly to input

fluidity the mix and to improve the workability of concrete. Addition of

superplasticizer to a concrete mix causes a repulsion between particles leading to

deflocculating and consequent increase in the fluidity of the mix. The objective of this

research is to provide information on the utilization of RHA as a supplementary

cementing material for producing concrete. Design of M30 and M60 grade of

concrete, Evaluation of mechanical properties of concrete with and without RHA and

superplasticizer, Evaluation of durability properties of concrete with and without

RHA and superplasticizer

Key words: Pazzlonic, Rice Husk, Concret, Compressive, Durability.

Cite this Article: K. G. Vinothan and Dr. G. Baskar. Study of Structural

Behaviour on pozzolanic material (Rice Husk). International Journal of Civil

Engineering and Technology, 6(9), 2015, pp. 31-46.

http://www.iaeme.com/IJCIET/issues.asp?JTypeIJCIET&VType=6&IType=9

2. MATERIALS AND METHODS

2.1 Materials

Cement – 53 Grade, Fine aggregate, Coarse aggregate, Rice husk ash,

Superplasticizers

2.2 Mix Proportion

The mixture proportions for the controlled concrete of M30 and M60 grades were

arrived from the trail mixes as per IS: 10262-1982 specification. The designation, mix

proportion and quantity of materials of concrete mixture are given in Tables 1 and 2.

Table 1 Mix Proportion for M30 Grade Concrete Mixtures

Mix Designation BC BR1 BR2 BR3 BR4

Rice husk ash present (%) 0 5 10 15 20

w/b ratio 0.43 0.43 0.43 0.43 0.43

Cement (Kg/m3) 420 399 378 357 336

Rice husk ash (Kg/m3) 0 21 42 63 84

Sand (Kg/m3) 621 582 542 503 464.

Coarse aggregate (Kg/m3) 1108 1108. 1108 1108 1108

Water (lit/m3) 180.60 180.60 180.60 180.60 180.60

Study of Structural Behaviour on pozzolanic material (Rice Husk)


Note: BC – Control concrete BR1 - 5% Rice husk ash

BR2 – 10 % Rice husk ash BR3 - 15% Rice husk ash

BR4 - 20% Rice husk ash

Table 2 Mix Proportion for M60 Grade Concrete Mixtures

Mix Designation CC CR1 CR2 CR3 CR4

Rice husk Ash Present (%) 0 5 10 15 20

w/b ratio 0.35 0.35 0.35 0.35 0.35

Cement (Kg/m3) 474 447 420 391 366

Rice husk ash (Kg/m3) 0 27 54 81 108

Sand (Kg/m3) 636 585.10 535.61 483.21 433.72

Coarse aggregate (Kg/m3) 1113 1113 1113 1113 1113

Water (lit/m3) 166 166 166 166 166

Note : CC – Control concrete ,CR1 - 5% Rice husk

Ash,CR2 – 10 % Rice husk ash,CR3 - 15% Rice husk

ash.CR4 - 20% Rice husk ash

2.3. Details of number of specimen tested

The details of total number of specimens for M30 grades and M60 grades with and

without have RHA and superplasticizer are shown in the Table 3.

3. RESULT AND DISCUSSION

3.1 Mechanical Properties

3.1.1Compressive strength test

The effect of RHA on compressive strength of M30 and M60 grade concrete are

presented in Fig.1 to Fig. 4 as cement replacement material (CMR). In general RHA

concrete had higher compressive strength at various ages up to 180 days, compared

with that of control concrete.

Sl.No Properties Age of Testing

(Days) No. of Specimens

1 Compressive Strength 7, 28, 56, 90, 180 25

2 Split Tensile Strength 28 & 56 15

3 Flexural Strength 28 & 56 15

4 Modulus of Elasticity 28 & 56 15

5 Saturated Water Absorption and Porosity 60 15

6 Rapid Chloride Permeability Test 28 & 90 10

7 Initial Surface Absorption Test 28 & 90 10

8 Acid Resistance Test 28 & 90 10

9 Alkaline Resistance Test 28 & 90 10

10 Sulphate Resistance Test 28 & 90 10



Figure 1 Compressive Strength of M30 Grade Concrete with different RHA content without

SP

Figure 2 Compressive Strength of M30 Grade Concrete with different RHA content with SP

Figure 3 Compressive Strength of M60 Grade Concrete with different RHA content without

SP

30

40

50

60

70

0 5 10 15 20

Com

pre

ssiv

e st

ren

gth

(MP

a)

RHA as CRM (%)

7 days 28 days 56 days



Figure 4 Compressive Strength of M60 Grade Concrete with different RHA content with SP

From the experimental data the compressive strength of the concrete containing

up to 10 percent of the RHA was higher than that of the control concrete for both

grade of concrete.

3.1.2. Split tensile strength

The tensile strength was determined using the indirect test in split tensile loading. The

reduction in split tensile strength was observed in both M30 and M60 grade concrete

mixtures. The decrease in strength varies from 8.37% to 33.57% and 7.73% to

27.78% at 28 days and 56 days, respectively, for the variation of RHA content to 5%

to 20% for M30 grade concrete mixtures without superplasticizer compare to control

concrete

Figure 5 Split Tensile Strength Development of M30 Grade Concrete

40

50

60

70

80

0 5 10 15 20 Com

pre

ssiv

e st

ren

gth

(MP

a)

RHA as CRM (%)

7 days 28 days 56 days

2.5

3

3.5

4

4.5

5

0 5 10 15 20

Sp

lit

Ten

sile

str

ength

(Mp

a)

RHA as CRM(%)

28 days without SP 28 days with SP 56 days without SP 56 days with SP



Figure 6 Split Tensile Strength Development of M60 Grade Concrete

In M60 grade concrete the reduction in split tensile strength varies from 12.04 to

32.87 and 10.82 to 35.50% at 28 days and 56 days, respectively, for various RHA

contents without superplasticizer. But the addition of superplasticizer also shows the

decrease in split tensile strength for both grade of concrete. The variations of the

strength with respect to the percentage replacement of cement are shown in the Fig. 5

and 6.

3.1.3. Flexural strength test

The effect of rice husk ash content and the performance of superplasticizers in M30

and M60 grade concrete mixtures are presented in Fig. 7 and 8. From the

experimental investigation it is observed that the cement replacement by RHA up to

10% shows the marginal increase in flexural strength. For M30 grade concrete, the

increase in strength are 9.55% and 1.06% at the age of 28 days, 8.37% and 2.28% at

age of 56 days for the replacement of 5% and 10% without superplasticizers

respectively. But the addition of superplasticizer showed strength of 3.68% and 7.02%

at 28 days, 2.87 and 7.01 at 56 days for the rice husk ash content of 5% and 10%,

respectively when compared with control concrete. The same trend was observed in

M60 grade concrete also.

Fig. 7 Flexural Strength Development of M30

2.5

3

3.5

4

4.5

5

5.5

0 5 10 15 20

Sp

lit

Ten

sile

str

ength

(MP

a)

RHA as CRM (%)


3.5

4

4.5

5

5.5

6

6.5

7

7.5

0 5 10 15 20

Fle

xu

ral

stre

ngth

(M

Pa)

RHA as CRM (%)




Grade Concrete

Fig. 8 Flexural Strength Development of M60

3.1.4. Modolus of Elasticity

Concrete exhibits very peculiar rheological behaviour because of its heterogeneous

and multiphase material and structural arrangement. In the investigation the secant

modulus values for M30 and M60 concrete mixtures with and without

superplasticizers are found out at ultimate load point and given in the Tables 4 and 5.

Compare to control concrete the RHA concrete with 5% and 10% cement replacement

material showed marginal increase in elastic modulus.

Table 4 Modulus of Elasticity of M30 Concrete with and without Superplasticizer

Sl.

No. Mix ID

RHA

content

(%)

Modulus of Elasticity (GPa)

Control concrete SP Content by

weight of

Binder (%)

SNF Based SP

28 days 56 days 28 days 56 days

1 BC 0 28.00 29.30 0.40 29.00

31.00

2 BR1 5 29.20 32.50 0.40 30.10 33.00

3 BR2 10 30.50 32.70 0.80 32.40 34.00

4 BR3 15 27.20 29.00 1.40 29.20 31.50

5 BR4 20 23.80 24.20 2.80 25.80 26.30

Table 5 Modulus of Elasticity of M60 Concrete with and without Superplasticizer

Sl.

No. Mix ID

RHA

content

(%)

Modulus of Elasticity (GPa)

Control concrete SP Content

by weight of

Binder (%)

SNF Based SP


1 CC 0 43.22 44.80 1.80 44.52 46.80

2 CR1 5 45.00 46.00 2.00 46.30 47.30

3 CR2 10 46.80 47.20 3.20 48.30 49.00

4 CR3 15 41.00 42.60 4.50 42.00 43.00

5 CR4 20 38.90 40.50 5.80 39.60 41.00

3.5

4.5

5.5

6.5

7.5

8.5

0 5 10 15 20 F

lexu

ral

stre

ngth

(

MP

a)

RHA as CRM (%)

28 days without SP



3.2 Durability Properties

3.2.1 Saturated Water Absorption and Porosity

Saturated Water Absorption (SWA) is a measure of the pore volume or porosity in

hardened concrete, which is occupied by water in saturated condition. The saturated

water absorption and porosity test values of control concrete and different percentage

of rice husk ash as CRM in concrete after 60 days are shown in Tables 6 and 7. The

saturated water absorption values for 0%, 5%, 10%, 15% and 20% of rice husk ash

are 1.62%, 1.68%, 1.74%, 1.88% and 2.15% for M30 grade concrete mixtures without

superplasticizer. But the addition of superplasticizer showed lesser SWA values up to

10% rice husk ash content. In M60 grade concrete the reduction of SWA values up to

10% of rice husk ash content was observed. The porosity values at 0, 5, 10, 15 and

20% RHA are 3.45, 3.9, 4.2, 4.5 and 4.7% respectively for M30 grade concrete

without SP.

Table 6 Saturated Water Absorption and Porosity of M30 Grade Concrete

In M60 grade concrete the porosity values are 2.7, 29, 3.4, 3.8 and 3.9 % are observed

without SP. But the addition of SP showed the lesser porosity value for the both the

grade of concrete in 10% RHA concrete.

Table 7 Saturated Water Absorption and Porosity of M 60 Grade Concrete

Sl. No. Mix

ID

RHA

Content

(%)

SP Content

by weight of

binder (%)

Saturated Water

Absorption @ 60 Days

(%)

Porosity @ 60 Days

(%)

Without SP With SP Without SP With SP

1. BC 0 0.40 1.62 1.40 3.45 4.20

2. BR1 5 0.40 1.68 1.34 3.90 3.90

3. BR2 10 0.80 1.74 1.20 4.20 3.80

4. BR3 15 1.40 1.88 1.56 4.50 4.40

5. BR4 20 2.80 2.15 1.98 4.70 5.20

Sl.

No.

Mix

ID

RHA

Content

(%)

SP Content

by weight of

binder (%)

Saturated Water

Absorption @ 60 Days (%)

Porosity @ 60

Days(%)

Without SP With

SP Without SP

With

SP

1. CC 0 1.80 1.18 1.38 2.70 3.80

2. CR1 5 2.00 1.5 1.32 2.90 3.40

3. CR2 10 3.20 1.61 1.29 3.40 2.95

4. CR3 15 4.50 1.74 1.32 3.80 3.70

5. CR4 20 5.80 1.92 1.78 3.90 4.20



3.2.2 Rapid Chloride Permeability Test

The rapid chloride permeability test was performed as per ASTM C-1202 standards.

The 28 and 90 days test results for the resistance to penetration of chloride ions into

concrete, measured in terms of the electric charges passed through the specimens in

coulombs for M30 and M60 grade concrete mixtures with and without SP are given in

Figs.9 and 10. It was observed that most of the chloride ion permeability values fall in

the range of very low (100-1000 coulombs) category. The increase in RHA content

reduces the permeability of chloride ion for both the grade of concrete without SP.

The addition of SP showed very low permeability of higher RHA contents for both

grade of concrete.

Figure 9 Rapid Chloride Ion Diffusion in M30 Grade Concrete

Figure 10 Rapid Chloride Ion Diffusion in M60 Grade Concrete

0

500

1000

1500

2000

2500

3000

0 5 10 15 20 Cu

rren

t P

ass

ed (

Cou

lom

bs)

RHA asCRM (%)

28 days without SP

90 days without SP

0

500

1000

1500

2000

0 5 10 15 20

Cu

rren

t P

ass

ed (

Cou

lom

bs)

RHA asCRM (%)

28 days without SP

90 days without SP

28 days with SP



3.2.3 Initial Surface Absorption Test (Isat)

Initial surface absorption was determined by the rate of flow of water into concrete

per unit area at a stated interval of time from the start of the test and at constant

applied head. The average rate of penetration of water at the end of 24 hours through

M30 grade concrete at the ages of 28 and 90 days without superplasticizer are 16.40,

12.40, 9.20, 7.60 and 6.20 ml/m2/hr and 13.60, 10.20, 7.60, 6.20 and 4.90 ml/m

2/hr,

respectively at 0, 5, 10, 15 and 20% rice husk ash contents. The average rate of

penetration of water at 24 hours through superplasticizer in M30 grade concrete

mixtures are 14.00, 10.70, 8.40, 7.20 and 5.90 ml/m2/hr and 10.20, 8.70, 6.40, 5.40

and 4.80 ml/m2/hr at 28 and 90 days, respectively. The M60 grade concrete mixtures

show high degree of impermeability to water than the M30 grade concrete mixtures.

The test results of initial surface absorption of concrete with and without

superplasticizer for various percentage of rice husk ash are presented in Tables 8 and

9. From the test results, the average rate of penetration of water obtained by various

mixes was found to be very low surface permeability to water. This result implies that

incorporation of RHA is beneficial to reduce the permeability of concrete.

Table 8 Water Permeability by Initial Surface Absorption Test of M30 Grade Concrete with

and without Superplasticizer

Table 9 Water Permeability by initial Surface Absorption Test of 60 Grade Concrete with and

without

Sl.

No Mix ID

SP Content by

weight of

binder (%)

RHA Content

(%)

Average rate of penetration of water at 24 hours

(ml/m2/hour)

without SP with SP


1. CC 1.80 0 14.10 12.40 12.40 9.80

2. CR1 2.00 5 10.80 9.10 10.20 8.20

3. CR2 3.20 10 8.30 7.20 7.80 5.90

4. CR3 4.50 15 6.20 5.80 5.40 4.80

5. CR4 5.80 20 5.40 3.90 4.80 3.70

Sl.

No Mix ID

SP Content by

weight of

binder (%)

RHA

Content

(%)

Average rate of penetration of water at 24 hours

(ml/m2/hour)

without SP with SP


1. BC 0.40 0 16.40 13.60 14.00 10.20

2. BR1 0.40 5 12.40 10.20 10.70 8.70

3. BR2 0.80 10 9.20 7.60 8.40 6.40

4. BR3 1.40 15 7.60 6.20 7.20 5.40

5. BR4 2.80 20 6.20 4.90 5.90 4.80



3.2.4 Acid Attack Test

The action of acids on hardened concrete is the conversion of calcium compounds

into the calcium salts of the attacking acid. Hydrochloric acid (HCL) with concrete

produces calcium chloride. As a result of their reactions, the structure of concrete gets

destroyed.

Figure 11 Loss in Compressive Strength due to Acid Attack in M30 Concrete

Figure 12 Loss in Compressive Strength due to Acid Attack in M60 Concrete

The loss in compressive strength in all cases has been expressed as a percent of

the strength of concrete at 60 days and 90 days immersion in the hydrochloric acid

solution. Based on the test results, the incorporation of RHA improved resistance to

0

10

20

30

0 5 10 15 20

Lo

ss i

n C

om

pre

ssiv

e S

tren

gth

(%

)

RHA as CRM (%)

60 days without SP

60 days with SP

0

10

20

30

40

0 5 10 15 20

Loss

in

Com

pre

ssiv

e S

tren

gth

(%)

RHA as CRM (%)

60 days without SP 60 days with SP 90 days without SP



acid attack compared to OPC. This is because of the silica present in the RHA, which

combines with the calcium hydroxide and reduce the amount Ca (OH) susceptible to

acid attack. The compressive strength loss due to acid attack of M30 and M60 grade

concrete with and without RHA are given in Figs. 11 and 12, respectively. From test

results, it was observed that the higher amount of RHA content shows higher

resistance against deterioration due to acid attack.

3.2.5 Alkaline Attack Test

The results of alkaline resistance of concrete in terms of loss in compressive strength

of M30 and M60 grade with and without SP and RHA were found. The addition of

superplasticizers shows much resistance against the alkaline attack. The loss in

compressive strength due to alkaline attack is presented in Figs. 13 and 14.

Figure 13 Loss in Compressive strength due to Alkaline Attack in M30 Concrete

Figure 14 Loss in Compressive strength due to Alkaline Attack in M60 Concrete

3.2.6 Sulphate Attack Test

Sulphate attack is caused by the chemical reaction between sulphate ions and

hydration products, leading to ettrinigite and gypsum formation. Monosulphate CH

and water combine to form ettrinigite. The sources of sulphate ion are seawater,

sewage industrial waste, salts in ground water and delayed release of clinker. The

expansive forces generate tensile stress in concrete this leads to severe damage and

0

5

10

15

20

0 5 10 15 20

RHA as CRM (%)

Lo

ss in

Co

mp

ress

ive

Str

eng

th (

%)

60 days without SP 60 days with SP


0

5

10

15

20

0 5 10 15 20

Lo

ss in

Co

mp

ress

ive

Str

eng

th (

%)



RHA as CRM (%)



cracking. The reaction of rice husk ash with calcium hydroxide released during

cement hydration results in the formation of additional alumino-silicate hydrates and

the accompanying reduction in permeability of the concrete. Figs 15 and 16 give the

loss of compressive strength due to sulphate attack under cyclic condition of M30 and

M60 grade concrete mixtures. Figs. 17 and 18 give the loss of compressive strength

due to sulphate attack under continuous soaking of M30 and M60 grade concrete

mixtures. From the test results, the 20% of RHA content and superplasticizer improve

the resistance against sulphate attack for M30 and M60 grade of concrete when

compared to control concrete.

Figure 15 Loss in Compressive Strength due to Sulphate Attack under Cyclic Condition on

M30 Concrete

Figure 16 Loss in Compressive Strength due to Sulphate Attack under Cyclic Condition on

M60 Grade Concrete

0

2

4

6

8

10

12

0 5 10 15 20

Loss

in

Com

pre

ssiv

e S

tren

gth

(%)

RHA as CRM (%)

60 days without SP

60 days with SP

0

5

10

15

0 5 10 15 20

Loss

in

Com

pre

ssiv

e S

tren

gth

(%

)

RHA as CRM (%)

60 days without SP

60 days with SP



Figure.17 Loss in Compressive Strength due to Sulphate Attack under Continuous Soaking

Condition on M30 Grade Concrete

Figure 18 Loss in Compressive Strength due to Sulphate Attack under Continuous Soaking

Condition on M60 Grade Concrete

4. CONCLUSION

4.1. Strength Properties

Due to high specific surface area of the RHA, the concrete incorporating RHA

required higher dosages of superplasticizer than the control Portland cement. The

addition of RHA speeds up setting time, although the water requirement is greater

than for OPC. The increase in compressive strength for 5% and 10% of cement

replacement by RHA are 4.1% and5% at 28 days respectively for M30 grade

concrete. The optimum replacement of cement by RHA is 10%.The addition of

superplasticizer shows a 9% higher compressive strength than the control concrete at

the RHA content of 10 % both in the M30 and M60 concrete. The splitting tensile

strength for M30 and M60 grade concrete mixes shows marginal decrease with RHA

replacement. The increase in flexural strength of M30 and M60 grade concrete was

0

2

4

6

8

10

12

14

0 5 10 15 20

Loss

in

Com

pre

ssiv

e S

tren

gth

(%)

RHA as CRM (%)

60 days without SP

60 days with SP

0

2

4

6

8

10

12

14

0 5 10 15 20

Loss

in

Com

pre

ssiv

e

Str

ength

(%

)

RHA as CRM (%)




observed for 10% RHA content was 7% and 4% at the age of 28 days compare to

control concrete.The modulus of elasticity of M30 and M60 concrete shows 11% and

8.5 % higher value with compared to control concrete at the age of 28 days for 10 %

RHA content.

4.2. Durability Properties

The saturated water absorption was decreased when the mixture containing 10% RHA

by 16.6% and 7% for M30 and M60 grade concrete respectively when compared to

concrete. The addition of superplasticizer shows 11% and 28.8% reduction in porosity

for M30 and M60 grade concrete at the RHA content 10% when compared to

concrete. The presence of RHA in the concrete mixtures caused considerable

reduction in the volume of the large pores at of all ages and thereby reducing the

chloride ion penetration. Water permeability reduces at all the replacement level of

RHA for both grade of concrete. The loss of compressive strength on alkaline

resistance was 4.6% and 5% at 60 days and 90 days respectively for M60 grade

concrete with 20% replacement of RHA. The incorporation of RHA improved

resistance to acid attack compared to OPC because of the silica present in the RHA,

which combines with the calcium hydroxide and the amount susceptible to acid

attack. The addition of 20% RHA shows higher resistance against sulphate attack for

both continuous soaking conditions and cyclic conditions .Finally, the performance of

concrete in term of strength, modulus of elasticity, permeability, acid resistance and

sulfate attack has been improved with RHA as an admixture.

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AUTHORS PROFILE

K.G.VINOTHAN working as Assistant Professor in S.K.P Institute of Technology,

Tiruvannamalai. Currently pursuing Ph.D. in Civil Engineering in Karpagam University,

Coimbatore, India

Dr. G. BASKAR is a Ph. D holder in Civil Department and serving as Associate Professor in

Institute of Road and Transport Technology, Erode.

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