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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
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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)
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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
K. G. Vinothan and Dr. G. Baskar
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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
Study of Structural Behaviour on pozzolanic material (Rice Husk)
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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
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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 (%)
28 days without SP 28 days with SP 56 days without SP 56 days with SP
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 (%)
28 days without SP 28 days with SP 56 days without SP 56 days with SP
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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
28 days 56 days 28 days 56 days
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
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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
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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
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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
28 days 90 days 28 days 90 days
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
28 days 90 days 28 days 90 days
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
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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
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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
90 days without SP 90 days with SP
0
5
10
15
20
0 5 10 15 20
Lo
ss in
Co
mp
ress
ive
Str
eng
th (
%)
60 days without SP 60 days with SP
90 days without SP 90 days with SP
RHA as CRM (%)
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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
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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 (%)
60 days without SP 60 days with SP
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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.
REFERENCES
[1] Ganesah, K., Rajagopal, K., Thangavel, K., Selvaraj, R., Saraswathi,V. (2004).
Rice Husk Ash- A Versatile Supplementary Cementitious Material, Indian
Concrete Institute Journal, March 2004, pp. 29-34.
[2] Gemma Rodriguez de Sensale. (2006). Strength Development of Concrete with
Rice-Husk Ash, Cement and Concrete Composites, 28, pp. 158-160.
[3] IS 10262 (1982). Hand Book of Concrete Mix Design, Bureau of Indian
Standards, New Delhi.
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K. G. Vinothan and Dr. G. Baskar
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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.