International Journal of Scientific & Engineering Research, Volume 5, Issue 2, February-2014 871
ISSN 2229-5518
AnnapurnaB.P1, Syed Afzaal Gazanfar2, N. Jayarammappa.N1
From the previous investigation it has been understood that many engineering properties of the normal concrete can be improved by incorporating agro industrial sites. The present experimental studies are carried out to
understand the fresh properties (workability) & hardened properties (compressive strength and flexural
Strength parameters) of Concrete partially replacing cement by Rice husk ash (RHA), Bagasse ash (BA) and
combination of Bagasse ash & Rice husk ash(BA+RHA) with six different replacement levels of 5%, 10%, 15% , 20 %
25% and 30%.The concretes partially replaced by Rice husk ash (RHA), Bagasse ash (BA) and combination of
Bagasse ash & Rice husk ash(BA+RHA) are designated as Rice husk ash concrete (RHAC), Bagasse ash concrete
(BAC) and Bagasse ash + Rice husk ash concrete (BA+RHAC) respectively and for 0% replacement (no
replacement) the concrete is designated as normal concrete(NC).The study is carried out for two grades of
concrete of M25 and M70. The hardened properties (compressive strength and flexural Strength parameters) of
M25 and M70 grade of concrete are studied on specimen cured for 56 days.Tostudy the effect of curing period on
strength of concrete the compressive strength of M25 grade concrete is studied on specimen cured for 28 days
and 56 days .For the study of compressive strengthens and flexural strengths Cube specimens of 150x150x150 mm
and prisms specimen of size 100x100x500 mm are casted respectively. The RHAC (Rice husk ash concrete) achieves
higher strength,BAC (Bagasse ash concrete) achieves least strength. ForM25 concrete the replacement of cement
by Rice husk ash (RHA), Bagasse ash (BA) and combination of Bagasse ash & Rice husk ash(BA+RHA) up to 15% is
advantageous as the strength is higher than normal concrete. ForM70 concrete, replacement of cement by Rice husk ash (RHA), Bagasse ash (BA) and combination of Bagasse ash & Rice husk ash(BA+RHA) up to 10% is
satisfactory as it achieves a strength of 85% to 80% of normal concrete.
KEYWORDS: rice husk ash (RHA), bagasse ash (BA), combination of Bagasse ash & Rice husk ash (BA+RHA), , normal concrete(NC), rice husk ash concrete(RHAC), Bagasse ash Concrete(BAC), Bagasse ash +rice husk ash concrete(BA+RHAC)
1 INTRODUCTION
Concrete is the second most used material on earth (after water), and is the most common and widely used construction material in the world. The production of cement adds pollution to environment is a well-known fact to civil engineers and environmentalists.
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1 Asst. Professor, Dept. of Civil Engg. ,UVCE, Bangalore
University, Bangalore-560056, Karnataka, India Email : annapurna_bpuvce@rediffmail.com, Mob. No: +91-9448558267
2 PG student, Dept. of Civil Engg., UVCE, Bangalore
University, Bangalore-560056, Karnataka, India
The large-scale production of cement is posing environmental problems on one hand and unrestricted depletion of natural resources on the other hand. Alternative materials generally used are mainly the industrial sites which face the problem of safe disposal and cause environment hazards. In the construction industry, concrete technology is heading towards entirely new era by way of using pozolona material like Rice husk ash and Bagasse ash in concrete.
The rice husk is a byproduct of rice mill, this rice husk is used as a as fuel for boilers in the rice mill, the ash obtained after burning of the rice husk is rice husk ash (RHA) . RHA contains about 90% to 95 % silica, which is a highly pozolonaic material and can be used as cement replacement in concrete. It is learnt that, in order to produce RHA , a specific set of temperatures and duration of burning has to
be maintained. And the form of silica obtained after
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ISSN 2229-5518
combustion of RHA depends on the temperature and duration of combustion of rice husk. However the RHA obtained from the rice mill is of huge quantity which can be used as the replacement to cement . Hence the objective of this paper is to present the effect of partially replaced cement by the available RHA, which is burnt under uncontrolled temperature. The RHA used in this study contains 91% silica content
Bagasse is a byproduct of sugar industry where in bagasse (stem of sugar cane after the extraction of the juice) obtained after the processing of sugarcane is fed in to the boilers to act as fuel in the same industry, which is burnt under uncontrolled temperature. The ash obtained after burning of the bagasse is the bagasse ash( BA). BA used in this study contains 61% silica content
In the present paper the strength parameters of M25 and
M70 grade of concrete, partially replacing cement by Rice husk ash (RHA), Bagasse ash (BA) and combination of Bagasse ash & Rice husk ash(BA+RHA) by varying
percentage of 5%, 10%, 15%, 20%, 25% and 30% are presented .The concrete partially replaced by RHA, BA and combination of BA+ RHA are designated as the Rice husk ash concrete (RHAC),Bagasse ash concrete (BAC) and Bagasse ash & Rice husk ash concrete (BA+RHAC). Obtained Strengths are compared with Normal concrete (NC) (0% replacement).The strength parameters are studied on 56 days aged specimens. Also to study the effect of period of curing on strength of concrete the compressive strength of M25 grade concrete is tested on specimen cured for both 28 and 56 days. For the study of compressive strength and flexural strength, cube specimens of
150x150x150 mm and prism specimens of size
100x100x500 mm are casted respectively.
3 MATERIALS USED
3.1 Cement
In the present investigation Ordinary Portland Cement of
53gradeis used. Tests are conducted in accordance with the
Indian standards confirming to IS-12269:1987.
3.2 Fine aggregate
Locally available clean river sand is used as fine aggregate in present investigation, the finess modulus of Fine aggregate is 2.855.
3.3 Coarse aggregate
Coarse aggregate of crushed granite of size 12.5mm maximum size and retained on IS 480 sieves obtained from the stone crusher near Ramanagara, Karnataka, India.
3.4 Water
Locally available clean potable water is used for mixing
and curing of concrete, a constant W/C ratio of 0.45 and
0.30 is maintained for M25 and M70 grade concretes respectively.
3.5 Rice husk ash (RHA)
Rice husk ash is collected and brought from Lakshmi rice mill in Bangalore. The fineness of obtained rice husk ash is
150 micron down .Finesse and Chemical composition of
Rice husk ash is as tabulated inTable1 and 2.
3.6 Bagasse ash (BA)
Bagasse ash is collected and brought from Swathi Jaggery factory in Mandya district, Karnataka, India. The fineness of obtained bagasse ash is 300 micron down. Finesse and Chemical composition of Bagasse ash is tabulated in Table1 and 2.
3.7 Super plasticizer
Super plasticizer conforming to IS: 9103 /1999 Type “G” (Conplast SP-430 a product from FOSROC) is used to maintain the workability of M70 grade concrete without increasing water demand. A constant dosage of 1% is maintained.
Admixture | Rice Husk Ash | Bagasse Ash |
Fineness | 150 micron | 300 micron |
Sl. No | Percentage by mass | RESULTS | |
Sl. No | Percentage by mass | RHA | BA |
1 | Loss on ignition (LOI) | 24.03 | 6.79 |
2 | (Sio2 ), | 91.06 | 68.03 |
3 | (Mgo) | 0.95 | 1.21 |
4 | (Al2 03 )+ ( Fe2 o3 ) | 2.62 | 20.08 |
5 | (Cao) | 2.78 | 9.15 |
4 MIXING OF CONCRETE
Firstly the admixtures (RHA or BA or BA+RHA) and cement is thoroughly mixed in a mixer, later fine aggregate and coarse aggregate are added and mixed well without water. Water is then added and thoroughly mixed. The mixed concrete is poured in to the standard cube and prism mould and well compacted. The concrete cubes are then de- moulded after 24 hours and placed in water for curing, for required period.
The mix proportion for M25 and M70 grade of concrete are given in table 3 and 4.
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ISSN 2229-5518
Sl.
No Concrete Designation
Mix proportion (weight in, Kg/m3)
Aggregates
Binding material W/b 0.45
Cemen
t RHA
1 Normal Concrete NC 466 -
2 RHAC5 442.7 23.3
3 RHAC10 419.4 46.6
4 RHAC
RHAC15 396.1 69.9
5 RHAC20 372.8 93.2
6 RHAC25 349.5 116.5
7 RHAC30 326.2 139.8
8 BAC5 442.7 0
9 BAC10 419.4 0
10 BAC15 396.1 0
BAC
11 BAC20 372.8 0
12 BAC25 349.5 0
13 BAC30 326.2 0
14 BA+RHAC5 442.7 11.65
15 BA+RHAC10 419.4 23.3
16 BA+
17 RHAC
BA+RHAC15 396.1 34.95
BA+RHAC20 372.8 46.6
18 BA+RHAC25 349.5 58.25
19 BA+RHAC30 326.2 69.9
Sl.
No Concrete Designation
Mix proportion (weight in, Kg/m3)
Aggregates
Binding material W/b 0.45
Cement RHA
1 Normal Concrete NC 585.13 -
2 RHAC5 555.88 29.25
3 RHAC10 526.62 58.51
4 RHAC
RHAC15 497.36 97.35
5 RHAC20 519.20 129.80
6 RHAC25 438.75 146.25
7 RHAC30 409.59 175.53
8 BAC5 555.88 -
9 BAC10 526.62 -
10 BAC15 497.36 - BAC
11 BAC20 519.20 -
12 BAC25 438.75 -
13 BAC30 409.59 -
14 BA+RHAC5 409.59 14.625
15 BA+RHAC10 526.62 29.075
16 BA+
17 RHAC
BA+RHAC15 497.36 48.675
BA+RHAC20 519.20 64.9
18 BA+RHAC25 438.75 73.125
19 BA+RHAC30 409.59 87.765
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5 RESULTS AND DISSCUSIONS
5.1 FRESH PROPERTY
5.1.1 Workability
The workability is measured by using slump test. The
values of slump of RHAC, BAC and BA+RHAC for different replacement levels of 0%,5%, 10%, 15%, 20%,
25% and 30% of RHA, BA and combination of BA and RHA with constant water/binder ratio, for M25 and M70 grade concrete, are presented in Fig. 1a,b and c.
• As the percentage replacement of cement by RHA or BA ash increased, the slump value decreased, reducing the workability of concrete.
• When the slump values of concrete with different percentage of RHA or BA or BA + RHA are compared, concrete with BA showed marginal increase in slump indicating better workability compared to that of concrete with RHA and BA+ RHA.
• The Concrete with replacement of RHA or BA
or BA + RHA above
• 20% showed low slump values indicating very low workability.
• For M70 grade concrete (w/c=0.3) the slump values are higher than M25 grade concrete (w/c=0.45) this may be due to the addition of superplasticizer.
• For higher replacement levels there is need for superplasticizer to maintain the workability.
150
100
50
0
M25
M70
0% 5% 10% 15% 20% 25% 30%
% Replacement of RHA
150
100
50
0
M25
M70
0% 5% 10% 15% 20% 25% 30%
% Replacement of BA
150
100
50
M25
M70
0
0% 5% 10% 15% 20% 25% 30%
% Replacement of BA+RHA
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5.2 HARDENED PROPERTIES.
5.2.1.1 Weights of concrete cubes
• The weights of concrete cubes of M25 and M70 grade concretes cured for 56 days are presented in Fig 2.
• The weights of M25grade concrete of RHAC, BAC and BA+RHAC for different percentage replacement levels of (5%, 10%, 15%, 20%, 25% and 30%) RHA, BA and BA+RHA, varied from
8.19 to 7.34 Kg, 8.23 to 7.77 kg and 8.22 to 7.73 kg respectively where as the weight of normal concrete (0% replacement) is 8.3 Kg.
• There is a reduction in the weights of concrete cubes( M25grade concrete) with increase in percentage replacement of RHA, BA and BA+RHA the lowest weights of 30% replacement of RHA, BA, BA+RHA are 7.34 Kg,
7.77 kg and 7.73 kg respectively which are
almost 12%, 6% and 7% less than normal concrete.
• For M70 grade concrete of RHAC, BAC and BA+RHAC the weights of the admixture concretes varied from 8.6 to 7.5 Kg, 8.78 to 8 kg and 8.7 to 7.9 kg respectively, and the weight of normal concrete is 8.9 Kg.
• The highest reduction in weights for RHAC, BAC and BA+RHAC of M70 grade for the 30% replacement are 7.5 Kg, 8 kg and 7.9 kg, which are almost 16%, 12% and 11% less than normal concrete.
• The reductions in weights of the RHAC are greater than BAC and BA+RHAC for both M25 and M70 grade concretes in comparison to NC.
• The weights of BA+RHAC are less than BAC, but there is not much significant difference between weights of BAC and BA+RHAC.
9
8.5
8
7.5
7
6.5
RHAC BAC BA+RHAC
0% 5% 10% 15% 20% 25% 30%
% admixture replacement
8.5
8
7.5
7
6.5
RHAC BAC BA+RHAC
0% 5% 10% 15% 20% 25% 30%
% admixture replacement
5.2.2 Effect of Curing
• The strength of NC at curing period of 28 days and 56 days are 26.15 N/mm2 and 27.55
N/mm2(Fig.3)
• The strength of 28 days cured RHAC for replacement levels from 5% to 30% varied from
25.77 N/mm2 to 12.44 N/mm2 respectively. At 56
days of curing the Compressive strength of RHA
concrete of 5%, 10% and 15% replacements are
31.11 N/mm2, 34.68 N/mm2 and 30.22 N/mm2 respectively and further increase in percentage of RHA from 20% to 30%, the RHAC concrete
achieved compressive strength of 22.22 N/mm2 to
12.4 N/mm2(Fig.3).
• The strength of BAC for replacement levels from
5% to 30% varied from 24 N/mm2 to 11.55
N/mm2 respectively for 28 days curing. At
56daysof curing the Compressive strength of BA
concrete of 5%, 10% and 15% replacements are
28.5 N/mm2, 31.5 N/mm2 and 27.55 N/mm2
respectively and further increase in percentage of BA (20% to 30%), the BAC concrete achieved compressive strength of 22.22 N/mm2 to 12.4
N/mm2 (Fig.3).
• The strength of BA+RHAC for replacement levels from 5% to 30% varied from 24 N/mm2 to
11.55 N/mm2 respectively for 28 days of curing.
At 56days of curing the Compressive strength of BA+RHA concrete of 5%, 10% and 15% replacement are29.33 N/mm2, 32 N/mm2 and 28.5
N/mm2 respectively and further increase in
percentage of BA+RHAC from 20% to 30%, the
RHAC concrete achieved compressive strength of
22.22 N/mm2 to 15 N/mm2 (Fig.3).
• Compressive strength achieved by the NC for 28 days of curing is 95%.
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• For an optimum percentage replacement of RHA,BA and BA+RHA of 10% the compressive strength achieved at 28 days of curing compared to 56 days of curing are on an average of 65%
• For all RHAC or BAC or BA+RHAC attains significant strength only after 56 days of curing compared to Normal concrete which attains significant strength at 28days curing.
40
30
20
10
0
0% 5% 10% 15% 20% 25% 30%
RHA 28 BAC28 BA+RHAC 28
5.2.3 Compressive strength
5.2.3.1 M25 Grade Concrete
• Compressive strengths of M25 grade concretes of NC, RHAC, BAC and BA+RHAC for varying percentages replacements of RHA, BA and BA+RHA are shown in Fig.4
• Compressive strength of NC is 27.55 N/mm2 .
• Compressive strengths of RHA concrete of 5%,
10% and 15% replacement of RHA are 31.11
N/mm2, 34.68 N/mm2 and 30.22 N/mm2
respectively, which are 1.12, 1.25 and 1.096 times of normal concrete. Further increase in percentage of RHA, 20% to 30%, the compressive strength of RHAC varied from 22.2
N/mm2 to 15.15 N/mm2respectively, which are
0.806 to 0.55 timesof normal concrete.
• Compressive strength of BA concrete of 5%,
10% and 15% replacement are 28.5 N/mm2, 31.5
N/mm2 and 27.55 N/mm2 respectively, which are
1.034, 1.143 and 1 times of normal concrete. But further increase in percentage of BA, 20% to
30%, the compressive strength of BAC varied from 22.22 N/mm2 to 12.4 N/mm2, which are
0.68 to 0.45 times that of normal concrete.
• Compressive strength of BA+RHA concrete of
5%, 10% and 15% replacement are 29.33 N/mm2,
32 N/mm2and 28.5 N/mm2respectively, which are
1.064, 1.161 and 1.034 times of normal concrete respectively. Further increase in percentage of BA+RHA, 20% to 30%, the compressive strength of BA+RHAC varied from 23.1 N/mm2 to 15
N/mm2, which are 0.84 to 0.54 times of normal concrete.
• Compressive strength of concrete reached peak value at10% replacements and from 15% to 30% replacements there is a gradual reduction in compressive strength of RHAC or BAC or BA+RHAC. However, upto 15% the compressive strength of RHAC, BAC and BA+RHAC are higher than normal concrete.
• Among RHAC, BAC & BA+RHAC, RHAC achieved highest compressive strength and BAC achieved least.
• Compressive strength of BA+RHAC is 2%
higher than BAC and 8% lesser than RHAC (for
10% replacement).
40 RHA BAC
30
BA+RHAC
20
10
0
0% 5% 10% 15% 20% 25% 30%
% admixture replacement
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5.2.3.2 M70 Grade Concrete
• Compressive strengths of M70 grade concretes of NC, RHAC, BAC and BA+RHAC for varying
comparison to compressive strength of normal concrete of 71.55 N/mm2 .
• Compressive strength of BA+RHAC with replacement of BA+RHA, 5% to 30% varied
2 2
percentages replacements of RHA, BA and
BA+RHA are shown in Fig.5
• Compressive strength of RHAC with replacement of RHA, 5% to 30% varied from 62.66 N/mm2, to
26.66 N/mm2 respectively and in terms of ratio
varied from 0.875 to 0.372 respectively in comparison to compressive strength of normal concrete of 71.55 N/mm2.
• Compressive strength of BAC with replacement of BA, 5% to 30% varied from 54.22 N/mm2, to
21.33 N/mm2 respectively, in terms of ratio
varied from 0.757 to 0.298 respectively in
from 59.11 N/mm , to 24.44 N/mm respectively,
in terms of ratio varied from 0.826 to 0.341 respectively in comparison to compressive strength of normal concrete of 71.55 N/mm2.
• At 10% replacements, the compressive strengths, of RHAC are 85%, BA+RHAC is 80% and BAC is 70%.
• Among RHAC, BAC & BA+RHAC, RHAC achieved highest compressive strength and BAC achieved least. The compressive strength of BA+RHAC is 5% higher than BAC and 11% lesser than RHAC (for 10% replacement).
80 RHA
60 BAC
40 BA+RHAC
20
0
0% 5% 10% 15% 20% 25% 30%
% admixture replacement
5.2.4 Flexural strength
5.2.4.1 M25 Grade concrete
• Flexural strengths of M25 grade concretes of RHAC, BAC and BA+RHAC for varying percentages replacements of RHA, BA and BA+RHA are shown in Fig.6
• Flexural strength of NC is 5.6 N/mm2 .
• The flexural strengths of RHA C of 5%, 10%,
10%, 15% and 20% replacements are 8 N/mm2,
8.4 N/mm2, 7.2 N/mm2 and 5.6 N/mm2 respectively, which are 1.428, 1.5, 1.285 and 1 times of normal concrete respectively. Further increase in percentage of RHA to 25% and 30%, the RHAC concrete achieved flexural strength of
4.8 N/mm2 and 4.4 N/mm2, which are 0.857 and
0.785 times of normal concrete.
• The flexural strength of BAC of 5%, 10% and
15% replacements are 6.8 N/mm2, 7.2 N/mm2 and
6 N/mm2 respectively, which are 1.214, 1.285 and
1.071 times of normal concrete respectively, But
further increase in percentage of BA to 20%,
25% and 30%, the BAC concrete achieved flexural strength of 4.4 N/mm2, 3.6 N/mm2 and
3.2 N/mm2, which are 0.785, 0.642 and 0.517 times of normal concrete.
• The flexural strength of BA+RHAC of 5%, 10% and 15% replacements are7.2 N/mm2, 8 N/mm2 and 6.4 N/mm2 respectively, which are 1.285,
1.428 and 1.142 times more than that of normal concrete respectively, But further increase in percentage of BA+RHA to 20%,25% & 30%, the BA+RHAC achieved flexural strength of 4.8
N/mm2, 4 N/mm2 and 3.6 N/mm2, which are
0.856, 0.714 and 0.642 times less than that of normal concrete.
• The flexural strength of concrete reached peak value at 10% replacements and from 15% to
30%replacements there is a gradual reduction in
compressive strength of RHAC or BAC or
BA+RHAC.
• Among the RHAC, BAC & BA+RHAC, RHAC achieves highest flexural strength and BAC achieves least. The flexural strength of BA+RHAC is 11% higher than BAC and 5% lesser than RHAC (for 10% replacement).
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ISSN 2229-5518
10 RHAC BAC
BA+RHAC
5
0
0% 5% 10% 15% 20% 25% 30%
% admixture replacement
5.2.4.2 M70 Grade concrete
• Flexural strengths of M70 grade concretes of RHAC, BAC and BA+RHAC for varying percentages replacements of RHA, BA and BA+RHA are shown in Fig.7
• The flexural strengths of RHAC for different levels from 5% to 30% of RHA replacement varied from 14.4 N/mm2, to 4 N/mm2 (0.9 to
0.437 times the NC) compared to the flexural strength of NC which is 16 N/mm2...
• The flexural strengths of BAC for different levels from 5% to 30% of BA replacement varied from
10 N/mm2, to 3.2 N/mm2 (0.625 to 0.2 times the
NC) compared to the flexural strength of NC of
16 N/mm2. .
• The flexural strength of BA+RHAC for different
levels from 5% to 30% of BA+RHA replacement varies from 12.5 N/mm2, to 4 N/mm2 (0.775 to
0.25 times the NC) compared to the flexural strength of NC of 16 N/mm2.
• The flexural strength of BA+RHAC is 25%
higher than BAC and 11% lesser than RHAC (for
10% replacement).
20
RHA
15 BAC
10 BA+RHAC
5
0
0% 5% 10% 15% 20% 25% 30%
% admixture replacement
5.2.4.3 Comparison of compressive strength
&Flexural strengths of M25 and M70 grade concrete
• Comparison of Compressive strength and Flexural strengths of M25 and M70 grade concretes of RHAC, BAC and BA+RHAC for varying percentage replacements of RHA, BA and BA+RHA are shown in Fig.8 and 9
• In case of low grade concrete, M25 grade concrete with partial replacement of cement by
RHA or BA or BA+RHA up to 15% gives higher strength than normal concrete.
• In case of higher grade concrete,M70 grade concrete, with partial replacement of cement by RHA or BA or BA+RHA the strength of concretes gets reduced than NC for all percentage replacement levels of RHA or BA or BA+RHA from 5% to 30% . However upto 10% replacements the strength of concrete gets reduced by 15% to 20%of NC.
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80 M25
60 M70
40
20
0
0% 5% 10% 15% 20% 25% 30%
% RHA replacement
80
60 M25
M70
40
20
0
0% 5% 10% 15% 20% 25% 30%
% BA replacement
80
M25
60
M70
40
20
0
0% 5% 10% 15% 20% 25% 30%
% BA+RHA replacement
20
15 M25
10 M70
5
0
0% 5% 10% 15% 20% 25% 30%
% RHA replacement
20
15 M25
10 M70
5
0
0% 5% 10% 15% 20% 25% 30%
% BA replacement
20
15 M25
10 M70
5
0
0% 5% 10% 15% 20% 25% 30%
% BA+RHA replacement
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• The partial replacement of cement with RHA or BA or BA+RHA up to 15% in case of low grade concrete (M25 grade) is advantageous compared to NC.
• For higher grade concrete (M70) with partial replacement of cement with RHA or BA or BA+RHA the strength gets reduced even for 5% replacements compared to NC, however up to
10% replacement the strength gets reduced by an
average of 15%. Hence for a mix design of M70 grade concrete with replacement by RHA, or BA or BA+RHA upto 10%, achieves strength equal to M60 mix designee
• For higher grade concrete (M70) with partial replacement of cement with RHA or BA or BA+RHA up to 10% is satisfactory.
• RHAC compared to BAC & BA+RHAC is lighter and achieved higher strength.
• RHAC and BA+RHAC upto 15% replacements (M25 grade concrete) showed higher strength than Normal Concrete.
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