See discussions, stats, and author profiles for this publication at: https://www.researchgate.

net/publication/277789319

Strength and Durability of Mortar and Concrete Containing Rice Husk Ash: A
Review.

Article  in  World Applied Sciences Journal · October 2014

CITATIONS READS

8 255

4 authors, including:

M.N.N. Khan Md Rezaul Karim

International University of Business Agriculture and Technology Dhaka University of Engineering & Technology, Gazipur
12 PUBLICATIONS   57 CITATIONS    32 PUBLICATIONS   271 CITATIONS   

SEE PROFILE SEE PROFILE

Some of the authors of this publication are also working on these related projects:

Development of a Non-cement Binder Using Pozzolans with Chemical Activators View project

Low Cost housing by using Bamboo View project

All content following this page was uploaded by Md Rezaul Karim on 07 June 2015.

The user has requested enhancement of the downloaded file.

World Applied Sciences Journal 32 (5): 752-765, 2014
ISSN 1818-4952
© IDOSI Publications, 2014
DOI: 10.5829/idosi.wasj.2014.32.05.984

Strength and Durability of Mortar and Concrete

Containing Rice Husk Ash: A Review
1
M.N.N. Khana, 1M. Jamil, 2M.R. Karimc and 1M.F.M. Zain

1
Sustainable Construction Materials and Building Systems (SUCOMBS) Research Group,
Faculty of Engineering and Built Environment,
Universiti Kebangsaan Malaysia, 43600 UKM Bangi, Selangor, Malaysia
2
Dhaka University of Engineering and Technology (DUET), Gazipur, Bangladesh

Abstract: The applications of pozzolans in cementitious system are becoming alternative source of cement day
by day. This pozzolans contribute in mortar and concrete by two fold of effects, one is filler effect and another
is pozzolanic effect. Among pozzolanic materials rice husk ash (RHA) shows good pozzolanic behavior due to
its high silica content. The amorphous form of silica found in properly burnt and ground RHA is mainly
responsible for pozzolanic reaction. When RHA partially applied in mortar and concrete, the chemical
reaction between cement hydration product and silica produced secondary C-S-H gel. As a result,
concrete achieveshigher strength due to secondary binder compared to control specimen. The long term
sustainability of RHA-mixed concrete and mortar against all negative environmental components is
comparatively better than conventional concrete and mortar. A critical review on compressive strength of
concrete and mortar incorporating RHA has been described in this paper based on various published
literatures. Beside this, durability performance RHA-mixed concrete and mortar such as resistance to chloride,
corrosion, sulfate, acid attack, depth of carbonation, water absorption, sorptivity and drying shrinkage are
discussed briefly. Furthermore, some recommendations are given for future research. Based on available
literature related to the aim it can be concluded that if RHA is replaced up to certain limit then will be an
alternate source of binder with better environmental acceptance.

Key words: Rice Husk Ash Cementitious System Secondary Binder Strength Durability

INTRODUCTION world [2]. Some of agricultural and industrial waste ash

which was fulfilled the criteria as supplementary
Production of concrete using Portland cement is cementitious materials (SCM). These are rice husk ash,
popular all over the world. This is due to mainly low cost bagasse rice husk wood ash, palm oil fuel ash, fly ash,
of materials and construction for concrete structures as olive oil ash etc. From past research it is reported that, use
well as low cost of maintenance [1]. It is matter of sorrow of supplementary cementitious materials can improve
that, about 4 GJ of energy is required for the finished both strength and durability of cementitious system [3].
product during manufacturing of per ton cement. Besides The application of SCM is getting priority day by day due
this, it also emits carbon dioxide (CO2) which is very to friendly environmental behavior as well as feasible
harmful for the environment. In order to minimize this economical aspects [4-7]. Among all of SCM, rice husk
problem, many researches were performed to find ash (RHA) is very potential pozzolans. A huge amount of
alternative source of cement. From the successful rice is produced in every year all over the world. As a
research study, the concept of supplementary result a huge amount of rice husk ash received from rice
cementitious materials is now recognized all over the paddy mills as a waste material. The main use of large

Corresponding Author: M.N.N. Khana, Sustainable Construction Materials and Building Systems (SUCOMBS) Research Group,
Faculty of Engineering & Built Environment, UniversitiKebangsaan Malaysia, 43600 UKM Bangi,
Selangor, Malaysia. Mob: +6011-39983961, Fax:+603-8911-8315.

752
 World Appl. Sci. J., 32 (5): 752-765, 2014

volume of RHA usually discarded into landfills and RHA preferred by the past researchers as partial
causing pollution and contamination to water resources replacement of cement in the production of concrete and
randomly [8]. The most potential and effective use of mortar due to high strength and high durability [11, 34, 36,
RHA in construction industry have been observed in past 38-39]. Based on available published literature, this paper
studies [9-11]. From the past study, it was found that two describes typical chemical and physical properties of
types of silica areavailable in RHA. One is amorphous RHA and its influence on strength development of mortar
form of silica and another one is crystalline form of silica. and concrete incorporating with RHA; long term
Properly incinerated RHA contained about 90% of properties of concrete and mortar associated with RHA.
amorphous silica. This active silica is pmainly responsible In order to reduce the dependency on cement as well as
for the pozzolanic reaction [12]. When RHA applied in the safety environmental requirements, RHA could be a
production of concrete and mortar, total strength worthful ingredient as partial replacement of cement.
increased significantly. This increment of strength was
governed by filler and pozzolanic action of fine RHA Properties of RHA: It has been reported that when rice
particles. The filler action RHA is defined as it filled the husk is applied in cementitious system, strength and
voids into the mortar or concrete specimen by proper durability increased. This is due to its filler and pozzolanic
arranging of small particles into specimen and increased nature. Pozzolanic effect dominated by pozzolanic
compressive strength without any chemical contribution reaction which depends on amorphous silica compound.
whereas pozzolanic action subjected to series of chemical When this amorphous silica gets contact with hydration
reaction. The chemical reaction between hydration product of cement then it produces secondary binder.
product of cement and amorphous silica present in RHA Chemical properties of RHA are presented in Table 1.
produced secondary C-S-H gel which acts as a The table indicates that RHA contained high silica
secondary binder [13-23]. As a result, cementitious compound and it varies 75-97%. The amount of active
system hasbecome more durable, comfortable and strong silica present in RHA depends on proper burning and
when RHA applied. Though the early strength of RHA grinding. Other chemical compound frequently available
concrete is not good enough than OPC but longer less than 1 and total loss of ignition is comparatively low
strength is more meaningful [24-31]. From the published as shown in Table 1. Sometimes uncontrolled burning
literature it is observed that up to 30% replacement of produced crystalline silica which unable to produce
cement by RHA, strength of concrete increased pozzolanic reaction. The presence of amorphous silica and
without any adverse effect on strength and durability. amount of chemical compounds were determined using
This percentage of replacement depends on quality of X-ray diffraction(XRD) and X-ray fluorescence (XRF) test
RHA [32-36]. Some researchers found higher strength for reported in various published literature [32,34-36,40-55].
RHA concrete or mortar compared to control specimen at The filler effect of RHA depends on physical
higher replacement of cement [15,36-37]. Concrete and characteristics of RHA. Typical physical properties of
mortar incorporating RHA showed better performance RHA and OPC are shown in Table 2 as obtained in
than normal concrete or mortar for long term durability various published literature. The table shows that
concern. RHA often improve the resistance to corrosion fineness of RHA is the main reason for filler effect
of concretesdue to sulfates and chlorides attack. because proper ground RHA passed more than 95%
Even concrete or mortar containing RHAisalso able to through 45 micron sieve normally. As shown in Table 2,
resist acid attack from the environment. Considering all specific gravity of RHA is very close to ordinary Portland
durability aspects, RHA improves the quality of concrete cements. Higher specific surface area of RHA is another
significantly. Past research it is proved that, RHA-mixed reason for the proper arrangement and densification of
concrete is more durable than conventional concrete microstructure when applied. Therefore, mainly reactive
against any negative environmental agents. Even the silica compound, large specific surface area and fineness
durability of RHA-mixed concrete or mortar increases of RHA makes it perfect to use as supplementary
with the increment of replacement of cement by RHA. cementitious material.
This reason illustrated by the past researchers that when
RHA present in cementitious systemit become more Compressivestrength of Concrete Incorporating RHA:
compacted with finer RHA as well as reduced the Compressive strength of concrete is increased when RHA
production of cement hydration product. Moreover, partially applied. Compressive strength of concrete as

753
 World Appl. Sci. J., 32 (5): 752-765, 2014

Table 1: Chemical Properties RHA and OPC

Chemical properties of RHA
SiO2 Al2O3 Fe2O3 CaO MgO SO3 Na2O K2O P 2O 5 LOI References
77.19 6.19 3.65 2.88 1.45 - 0.00 1.815 1.10 5.42 [40]
87.20 0.15 0.16 0.55 0.35 0.24 - - - 5.44 [41]
90.90 0.83 0.6 0.8 0.56 - - - - - [34]
89.87 0.14 o.94 0.49 - - 0.25 2.16 - 4.81 [43]
91.00 0.35 0.41 - 0.81 1.21 0.08 3.21 0.98 8.50 [32]
94.84 0.39 0.54 1.32 0.40 0.01 0.11 1.45 - 0.25 [45]
88.32 0.46 0.67 0.67 0.44 - - 2.91 - 5.81 [46]
73.60 0.07 0.26 0.76 0.27 - 0.09 1.17 - 22.90 [47]
89.47 Traces 0.62 2.69 1.16 0.93 2.09 0.83 - 2.27 [48]
90.00 0.28 0.14 0.45 0.28 0.02 0.08 1.55 - 5.00 [35]
89.61 0.04 0.22 0.91 0.42 - 0.07 1.58 - 5.91 [61]
87.46 2.53 0.40 0.78 1.58 - - 4.73 - 2.52 [50]
87.20 0.15 0.16 0.55 0.35 0.24 1.12 3.68 - 8.55 [51]
93.20 0.40 0.10 1.10 0.10 0.90 0.10 1.30 - 3.70 [36]
97.53 - 0.21 0.22 - - 0.01 0.04 0.26 1.72 [65]
90.00 0.50 0.90 0.80 0.60 0.10 0.10 2.10 - 3.20 [60]
87.20 0.15 0.16 0.55 0.35 - 1.12 3.60 - 6.55 [54]
86.98 0.84 0.73 1.40 0.57 - 0.11 2.46 - 5.14 [55]
Chemical properties of OPC
17.00 3.90 3.20 70.0 1.50 3.60 0.02 0.53 - 0.25 [42]
21.27 6.19 3.64 65.2 - - 0.19 0.71 - 1.53 [43]
19.59 4.79 3.07 64.35 1.69 2.75 0.07 0.98 - 2.09 [35]
20.99 6.19 3.86 65.96 0.22 - 0.17 0.6 - 1.73 [49]

Table 2: Physical properties of RHA and OPC

Physical Properties of RHA
Specific Bulk density Fineness passing Nitrogen absorption Blaine specific BET surface
gravity (kg/m3) 45 micron(%) fineness (m2/kg) surface area (m2/kg) area (m 2/g) References
2.06 718.0 96.0 - - - [41]
- 429.1 - - - - [34]
2.03 - - 23455 - - [43]
2.07 - - - 2330 - [44]
2.19 - 99.5 - 2226 50.2 [48]
2.15 - - - 360 - [61]
2.06 - 99.0 38.9 - - [51]
2.20 - - - - 93.6 [65]
2.06 - - 28800 - - [54]
Physical Properties of OPC
3.12 - - - 328 - [43]
3.11 - - - 324 - [39]
3.14 - - - 309 - [38]
3.09 - - - 373 - [51]

754
 World Appl. Sci. J., 32 (5): 752-765, 2014

Table 3: Compressive strength of concrete with and without RHA

Compressive strength (Mpa)
---------------------------------------------------------------------------------------------------------------------
RHA:OPC W/B ratio 7 days 14 days 28 days 56 days 90 days References
10:90 0.23 62 63 66 69 74 [32]
00:100 0.35 50 54 56 60 67
10:90 0.35 47 52 61 62 67
20:80 0.35 47 52 60 61 69
30:70 0.35 43 51 54 60 64
10:90 0.47 37 40 47 51 56
00:100 0.53 30.2 - 39.6 - - [46]
05:95 30.0 - 40.2 - -
10:90 34.3 - 48.4 - -
15:85 31.3 - 42.4 - -
20:80 29.8 - 40.6 - -
00:100 0.53 27.22 33.29 36.45 - - [11]
05:95 31.32 35.62 36.49 - -
10:90 30.45 35.97 37.43 - -
15:85 31.52 35.04 37.38 - -
20:80 31.64 36.17 37.71 - -
25:75 33.09 35.27 39.55 - -
30:70 33.53 35.44 37.80 - -
00:100 0.30 53.6 - 63.5 - 71.7 [55]
10:90 0.30 60.6 - 72.8 - 83.2
15:85 0.30 62.5 - 75.1 - 84.9
20:80 0.30 64.3 - 78.2 - 86.8
00:100 0.32 51.0 - 59.6 - 66.8
10:90 0.32 58.0 - 68.8 - 78.2
15:85 0.32 61.2 - 72.2 - 81.5
20:80 0.32 61.8 - 72.7 - 82.2
00:100 0.34 49.8 - 57.9 - 64.9
10:90 0.34 56.8 - 66.6 - 75.6
15:85 0.34 57.6 - 67.2 - 75.8
20:80 0.34 59.1 - 69.3 - 77.2
0:100 0.53
- - 35.4 - - [62]
5:95 - - 33.6 - -
10:90 - - 32.4 - -
15:85 - - 32.1 - -
20:80 - - 30.8 - -
25:75 - - 29.7 - -
30:70 - - 26.6 - -
00:100 0.35 - - 53.7 - 67.9 [35]

0.50 - - 47.3 - 51.4

0.65 - - 27.6 - 35.0
10.90 0.35 - - 68.1 - 76.4
0.50 - - 46.9 - 62.1
0.65 - - 31.7 - 38.6
20:80 0.35 - - 72 - 85.6
0.50 - - 52.3 - 62.9
0.65 - - 33.2 - 41.7
30:70 0.35 - - 67.4 - 78.9
0.50 - - 50.1 - 65.1
0.65 - - 29.9 - 37.3
00:100 0.53 30.2 - 39.6 - 44.1 [49]
20:80 0.53 32.1 - 41.7 - 47.3

755
 World Appl. Sci. J., 32 (5): 752-765, 2014

Table 3: Continue
Compressive strength (Mpa)
---------------------------------------------------------------------------------------------------------------------
RHA:OPC W/B ratio 7 days 14 days 28 days 56 days 90 days References
00:100 0.35 77.9 - 86.5 - 91.9 [53]
05:95 0.35 83.6 - 93.7 - 95.8
10:90 0.35 88.8 - 98.5 - 107.8
00:100 0.35 - - 64.0 - 68.8 [15]
12.5:87.5 - - 68.4 - 73.2
25:75 - - 75.6 - 79.4
50:50 - - 44.3 - 69.5
00:100 0.32 48.4 - 55.5 - 60.6 [56]
0.40 35.8 - 42.3 - 45.6
0.50 24.6 - 32.9 - 35.9
10:90 0.32 51.1 - 60.4 - 64.3
0.40 41.1 - 50.4 - 54.9
0.50 24.1 - 31.5 - 35.5
20:80 0.32 44.3 - 54.8 - 62.7
0.40 27.9 - 40.7 - 51.4
0.50 24.9 - 34.9 - 37.9

obtained from various published literatures is shown in strength of concrete at 20% replacement of OPC by
Table 3. Hwang et al. [32] reported that, RHA-mixing RHA achieved equivalent values to the strength of
concrete showed lower strength than control concreteat control concrete. Saraswathy et al. [11] reported that upto
early age. Concrete with 20%RHA showed higher 30% replacement level of RHA, there is no decrease in
compressive strength than control specimenat 56 and 90 compressive strength observed when compared to
days. This was due to action of secondary C-S-H gel with conventional OPC concrete at 7 to 28 days curing period.
complete formation and also compacted structure with However, author concluded that at 25% replacement of
small RHA particles. Gastaldini et al. [35] reported that, cement by RHA considerable strength and durability of
concrete at higher replacement of cement with RHA, concrete were found. Even RHA specimens (20% cement
showed more strength than control concrete at long term replaced) was given lower strength with compared to
curing.Highest strength was 85.6 MPa at 20% replacement control specimens at short term ages but in the long term
of cement with a w/c ratio 0.35. Strength of RHA concrete studies indicate the strength of RHA-mixed concrete was
is dependent on curing period, w/c ratio and replacement comparable to normal concrete at the ages of 270 days
level. De Sensale [56] used two types RHA, one was reported by Babaiefar et al. [62]. According to Isaia et al.
residual RHA and another was control incinerated RHA. [15] study, cement was replaced up to 50% by RHA.
The author reported that, residual RHA was good for filler They were found that, the strength of RHA concrete
action whereas control burned RHA was active in both showed higher strength over control concrete in both
filler and pozzolanic action. For longer period control 28 and 90 days curing period when cement was replaced
incinerated RHA showed significant strength than control by 25% RHA. Moreover, concrete incorporating 50%
concrete when 20% cement was replaced by RHA a RHA showed higher strength at 90 days than control
with w/c ratio 0.32. According to Habeeb et al. [46], specimens. From above discussions it is proved that
the replacement of cement was 5% to 20% by RHA. strength of RHA associated concrete increases up to
They found that, at 5% replacement level showed 30% replacement of cement. Though early strength
slightly higher compressive strength than control mixture. development concrete with percentages RHA is not good
The author also reported that, compressive strength was but long term strength shows significant results.
higher due to the increment of reactivity and the filler
effect of RHA. On the other hand,available silica from the Compressive Strength of Mortar Containing RHA:
addition of 5% RHA reacted with only a small portion of The strength development with ages is the common
C-H released from the hydration process and thus, feature of pozzolanic materials. At 20% replacement,
the C-S-H released from the pozzolanic reaction. thestrengths of mortars containing RHA showed
The strength increased with RHA for up to 10% which maximum strength value. However, the mortars containing
resulted in achieving the maximum value where the 40% RHA showed lower strength than control at 28 days

756
 World Appl. Sci. J., 32 (5): 752-765, 2014

Table 4: Compressive strength of mortar and paste influenced by RHA

Compressive strength (Mpa)
--------------------------------------------------------------------------------------------------------------------
\RHA:OPC W/B ratio 1 day 3 days 7 days 28 days 90 days References
00:100 - - 43.5 57.0 60.0 [36]
20:80 0.50 - - 44.5 58.5 62.5
40:60 - - 33.5 55.0 62.0
00:100 0.53 11.6 20.9 27.2 37.0 - [3]
05:95 12.0 22.1 27.4 38.9 -
10:90 12.8 24.4 27.8 42.8 -
15:85 13.8 28.9 29.3 46.7 -
20:80 12.2 24.8 28.3 39.8 -
25:75 11.7 23.6 27.6 38.3 -
30:70 11.1 20.7 27.4 37.0 -
35:65 10.4 18.4 26.4 36.0 -
00:100 0.50 - 27 32.9 42.9 48.3 [37]
30:70 - 32.3 46.1 59.5 64.7
50:50 - 26.5 39.6 58.3 61.5
70:30 - 24.3 35.9 43.3 50.8
Compressive strength of paste matrix using RHA
00:100 52.6 - 88.9 100.5 - [52]
05a:95 41.1 - 80.8 100.5 -
10a:90 0.30 48.3 - 86.7 105.5 -
05b:95 37.6 - 70.6 85.9 -
10b:90 39.7 - 83.3 97.4 -
a residual RHA from rice mill; b RHA produced by controlled incineration.

while 90 days curing strength higher than control cement can be replaced more than 30% without effecting
strength at same replacement level [36]. Table 4 represents strength of mortar. The difference of strength between
the value of compressive strength of mortar and paste RHA mixed mortar and control mortar is much higher at
which were determined by various past researchers. long term ages.
Ganesan et al. [3] used RHA up to 35% replacement of
cement to make mortar specimens. The author concluded Durability of Concrete and Mortar Incorporating RHA
that, up to 30% cement can be replaced by rice husk ash Resistance to Chloride Attack: The main feature of
without any adverse effect on strength and durability chloride attack in concrete is deterioration of embedded
properties. The maximum strength gained at 28 days with steel due to action of chlorides which cause serious
15% RHA. High specific surface area and the presence of damage. In order to determine resistance to chloride attack
reactive silica in RHA influenced to the pozzolanic in RHA-added concrete different researchers performed
reaction that is why strength increased as reported by the various experimental investigations. Madandoust et al.
author. Mehta [37] prepared mortar using Portland-RHA [34], conducted chloride attack test according to ASTM
cement where cement was replaced at 30%, 50% and 70% C1152 and prepared 100 mm cube and 100mm×50mm beam
by RHA. Mortar cube specimens were tested at 3, 7, 28, of mconcrete specimens. In order to test, the locations
90 days curing. According to his study, highest strength were selected at various depths 0-10 mm, 10-20mm,
obtained when cement replaced 30% by RHA. Moreover, 20-30mm and 30-40 mm at 360days over the samples.
compressive strength of mortars was greater than Concretes containing higher RHA content, the lower
control mortars up to 70% replacement level at 7 to 90 the chloride concentration was appeared across the
days. But early strength development of Portland-RHA specimensas reported by the author where cement was
cement was not satisfactory. On the basis of strength replaced by RHA from 15 to 25%. The control specimens
data, the author treated RHA an exceptionally reactive had significantly higher chloride concentrations at any
silica material. De Sensale et al. [52] prepared paste matrix particular depth compared with specimens containing
with two types of RHA, highest strength was found at RHA. This better performance of RHA concretes against
28 days for 10% residual RHA collected from rice chloride penetration over the control specimens due to
mills. However, early strength development of controlled less porosity and finer pore structures obtained from
incineration RHA is better than residual RHA. Therefore, RHA concrete specimens. De Sensale [38] cast concrete

757
 World Appl. Sci. J., 32 (5): 752-765, 2014

specimen sizes 100mm×200mm at various w/(c+RHA) ratio Table 5: Resistance to chloride ions of rice husk ash replaced concrete

of 0.50,0.40,and 0.32 followed to Italian standard 79-28for Replacement OPC (%) Charge passed (Coulombs) References

testing chloride attack. Based on experimental results, 0 1161 [11]

5 1108
the author concluded that lower depth was found for
10 653
higher replacement of cement by RHA where cement was 15 309
replaced (0-15%) by RHA for all cases. Horsakulthai et al. 20 265
[59] described accelerated chloride migration test as 25 213
per AASHTO T259 for cylindrical concrete specimen of 30 273
100mm dia and 200 mm height. A potential of 60Volt direct 0 7450 [36]
current was passed across the prepared concrete 20 750
cylinders (50mm thick slices and the 50mm ends) after 40 200

28 days to accelerate chloride penetration into concrete

Similar results were reported by Nehdi et al. [33] using
specimens. For a time being when specimen was split into
various types of RHA with replacements 7.5-12.5% of
two halves and 0.1 N AgNO3 solution was sprayed to
cement. For all types of RHA concrete, charges passed
measure the chloride penetration depth for control
less than control concrete. It is clear from above
and baggase rice husk wood ash (BRWA) concrete.
discussion that concrete and mortar mixed with RHA
The depth of chloride penetration for control concrete
shows satisfactory performance against chloride attack.
specimen was higher than 10-40% BRWA concrete.
This performance is increasing with increasing of
Similar research was carried by Chindaprasirt et al. [36] for
percentages replacement.
rapid chloride penetration test (RCPT) in accordance with
the method described in ASTM C1202. The authors
Performance Against Corrosion: Corrosion of
reported that, 7450 Coulombcharge passed
reinforcing steel and other embedded metals is the
throughnormal OPC andsubstantially is reduced with
leading cause of deterioration in concrete which
incorporation of pozzolans as compared to of normal
reduce the concrete strength and longevity. Normally,
mortar. The incorporation of 20% and 40% of FA reduced
corrosion occurred in concrete due to various chemicals
the charge passed to 3050 and 1950 Coulomb whereas
and atmospheric condition of environment. In order to
POFA reduces the charge passed to 1900 and 1050
test corrosion performance of concrete, Saraswathy et al.
Coulomb at same replacement levels. RHA was the most
[11] cast cylindrical concrete specimens (50mm diameter
effective and reduced the charge passed to 750 and 200
and 100mm height) using 1:1.50:3.0 mix ratio (w/c = 0.53)
Coulomb at 20% and 40% replacement levels shown in
with centrally embedded rebar of 12 mm diameter and
Table 5. Saraswathy et al. [11] also conducted rapid
100 mm height. Ordinary Portland cementwas replaced by
chloride penetration test as per ASTM C1202-94 for
RHA at 5%, 10%, 15%, 20%, 25% and 30% to prepare
concrete disc of size 85 mm diameter and 50 mm thickness.
specimens. In the aim of corrosion test after 28 days
Concrete specimens were cast up to 30% replacement of
curing, cylindrical specimens were subjected to impressed
cement by RHA and after 28-dyays curing these were
voltage test. Then concrete specimens were immersed in
subjected to rapid chloride penetration test by applying
5% NaCl solution and embedded steel in concrete
60 Volt. Two halves of the specimen was sealed with
wasmade anode with respect to an external stainless steel
PVC container of diameter 90 mm and one side of the
electrode acted as cathode by applying a constant
container was filled with 3% NaCl solution which was
positive potential of 12 Volt to the entire system from a
connected to the negative end of the power supply
DC source. They reported that, no cracks found even after
whereas the other side was filled with 0.3 N NaOH
144 h of exposure in higher replacement percentages
solution which wasconnected topositive end of the power
(15%, 20%, 25% and 30%) of Portland cement by RHA.
supply. Current was recorded at every 30 minutes up to 6
However, the concrete specimens containing lower
hours in order to measure chloride permeability which was
content (5% and 10%) of RHA also failed within 72 and
calculated in terms of Coulombs at the end of 6 hours.
74 hours of exposure whereas ordinary Portland cement
The lowest and highest charge passed in coulombs
concrete specimenwas cracked even after 42 h of
reported by the author for 30% RHA concrete and control
exposure in 5% NaCl solution. The author concluded that,
specimen respectively. From test results, as shown in
the replacement of rice husk ash filled the pores into the
Table 5, it is observed that highest charge passed for OPC
microstructure as a result the permeability and corrosion
where lowest charge passed for 30% RHA specimen.
gets reduced. Similar investigation was described by

758
 World Appl. Sci. J., 32 (5): 752-765, 2014

Horsakulthai et al. [59] in accordance with the NT BUILD H2SO4 attack. The chemical compositions in concrete mix
356. This test conducted at 90 days curing of specimens proportion are an important factor for the damage of
using 5V direct current with 3% NaCl solution by weight concrete due to acid attack. The lowest weight loss of
of solution. The initial crack time listed in literature for concrete reported by the author due to HCl and H2SO4
Portland cement,10%, 20% and 40% bagasse rice husk attacks when Portland cement was replaced 20% by
wood ask (BRWA) concretes were 15, 31, 55 and 67 days BRHA. Similarly, De Sensale [38] followed ASTM C267 to
respectively when w/c ratio 0.60. From the test results it test mortar cylinders of 50mm×100mm and specimens
was clear that the increase of replacement percentages of were exposed in 1% HCl solution. The mass was
BRWAincreased thetime of initial crack. On the other determined up to 84 days and the specimens containing
hand for 20% BRWA concrete with a w/c ratio 0.45, RHA found to be more resistant to HCl attack than the
no cracking was observed evenafter 90 days exposure. specimens without RHA. They concluded that the mass
The low w/c ratio and high percentages BRWA blended loss decreases with the increasing of RHA content in
cement concrete significantlyimproved the resistance to mortars. Therefore, presence of RHA in concrete makes it
corrosion. Though corrosion is very harmful and common more suitable in acidic environment.
in concrete but corrosion can be easily defended by using
RHA in the manufacture of concrete. Sulfate Resistance: The sulfate attack is very common
and harmful for concrete and mortar. The sulfate
Resistance to Acid Attack: Mortars and concrete have containing salts, such as calcium, magnesium, sodium and
superior durability in acidic environmental conditions. potassium sulfates compounds are responsible for
Mehta [37] made concrete cylinders with 0.4 w/c ratio sulfate attack, because, these are capable of chemically
using both Type II Portland cement and Portland-RHA reacting with components of concrete. The mechanism
cement which containing 35% RHA by weight. The of sulfate attack was described by Santhanam et al.
specimens were submerged continuously for a period [63-64] due to sodium sulfate. They mentioned that when
of 1500 hours in 5% both of HCl and H2S04 solution. mortars exposed to sodium sulfate solution then calcium
The total weight loss for Portland cement concrete hydroxide from the hydration reaction of cement reacts
registered 35% whereas the Portland-RHA cement with sodium sulfate and transformed to gypsum,
concrete showed only 8% weight loss during specimens leading a change of an outer skin of the specimen due to
were in the 5 % HCl solution. Similar type of result the expansion.Then gypsum reacts with the aluminum
recorded for the 5% H2SO4 solution where it was found compounds to produce ettringite that increases in volume
27% weight loss for the Portland cement concrete and and instability. This expansion of cement matrix is
13% for the Portland-RHA concrete. The author responsible for leading to further cracking of the interior
interpreted the results by this way that, Portland cements of the mortar. The equations are given below:
contain 60-65% CaO and their hydration products contain
about 25% Ca(OH)2, which is primarily responsible for the Ca(OH )2 + Na2 SO4 → CaSO4 + NaOH
poor resistance of Portland cement concretes exposed to (First expansion)
acidic attack. However, cement incorporating RHA
may have 20-40%CaO and practically no Ca(OH)2 in the C a S O 4 + Alu m in u mc omp ou nd s → Ettringite
products of hydration. Chatveera et al. [39] prepared ( Second expansion may cause carck)
100mm×100mm×100mm concrete specimens with black rice
husk ash (BRHA) in order to test the effect the resistance Chatveera et al. [7] reported the length change due
against acid attack. When specimens reached 28 days to sulfate attacks in accordance with ASTM C1012
age then took the initial weights and then shifted to 1% (2002) by using 25×25×285 mm bars where sand-to-binder
solution of hydrochloric (HCl) acid and the same amount materials ratio of 2.75 by weight. The measurements of
of 1%solution of sulfuric (H2SO4) acid. When concrete length change were takenusing digital length comparator
exposed to HCl and H2SO4 attacks at replacement of 20% at the age of 1, 2, 3, 4, 8, 13, 15, 17, 19, 21, 23 and 25 weeks.
of Portland cement by (BRHA), specimens showed For the durability against sulfate attack, mortar exposed
satisfactory performance in decreasing the corrosion of to both magnesium sulfate (MgSO 4) and sodium sulfate
concrete under both HCl and H2SO4 attacks. Even at (Na2SO4) solution. For both cases mortar showed
replacement of 40% of Portland cement by BRHA was positive effect against expansion of mortar. Even higher
able to resist HCl attack, but it was not suitable against replacement rate 30-50% black rice husk ash mortars

759
 World Appl. Sci. J., 32 (5): 752-765, 2014

were comparable to the sulfate resistant mortars by the embedded steel in concrete. But if cement is replaced
considering expansion values. The loss of strength by RHA or any other pozzolans then the cement
reduced with the increment replacement percentages hydration product reduced as well as porosity of
when mortars exposed to magnesium sulfate (MgSO4) concrete increased which infiltrate the CO 2. The hydrated
solution.Moreover, the strength loss of mortars C-S-H gel also generates carbonate by leaving calcium
containing rice husk ash was lower than OPC mortars oxide (CaO) [66-68]. Chatveera et al. [39] cast 100mm
when mortars exposed to magnesium sulfate (MgSO4) concrete cube to examine long term carbonation test.
solution reported by the author. Chindaprasirt et al. [60] After 28 days curing period specimens were transferred to
performed sulfate-induced expansion test according to carbonation chamber with 0.03% CO 2 content up to 180
ASTM C1012 using 5% sodium sulfate solutionand days. Then depth of carbonation measured using
mortar specimens prepared according to ASTM C109. carbonation indicator. The author reported that, the depth
The author concluded from the compressive strengths at of carbonation increased with increasing of percentage
7, 28, 90 and 180 days that, the incorporation of lignite replacement of black rice husk ash. From his study it
class F fly ash and ground RHA into normal Portland was clear that the carbonation performance of concrete
cement result in a high improvement in the resistance to increased when concrete incorporating with RHA.
attack by 5% sodium sulfate solution. Better dimension Gastaldini et al. [66] tested role of chemical activators on
stability wasgained with blended cements containing the carbonation of concrete containing 20% RHA. But the
FA and RHA. Sulfate resistancewas very effective for author found lowest carbonation coefficient for the
RHA at a dosage up to 40% cement replacement where mixture of 20% RHA and 1% K2SO4. Moreover,
Class F lignite fly ash comparatively less effective at presence RHA in concrete increases the carbonation
both 20% and 40% replacement levels. This was due to performance.
lower water demand characteristics of RHA. Another
reason to resist sulfate attack, fly ash and RHA mortar Water Absorption and Sorptivity: RHA improves the
showed of lower pH levels after a particular time period. durability of concrete by reduction of water absorption
In order to confirm the experimental results the author and sorptivity significantly. Saraswathy et al. [11]
done SEM testfor OPC mortars as well as pozzolanic performed water absorption test according to ASTM
mortars. It was seen that the formation of ettringite was C642-97 for concrete containing RHA up to 30%. The
less sound in pozzolanic mortars exposed to sodium author reported that, co-efficient of water absorption
sulfate solution. Finally, the author suggested that up to reduced when concrete incorporating with RHA in all
40% of Portland cement could be replaced with fly ash percentages replacement. Ganesan et al. [3] measured
and RHA in making blended cement mortar with water absorption and sorptivity values after 28 and 90
reasonable strength development and excellent sulfate days moisture curing. The author also found
resistance. De sensale [38] tested sulfate attack for progressively lower coefficient of water absorption with
mortars specimen (25mm × 25mm × 285mm) by following the increment of RHA content compared to control
ASTMC 1012. The author concluded that the rise in specimens. Similar results were observed for sorptivity
sulfate resistance of RHA with increasing RHA test. Mahmud et al. [71] cast cylindrical concrete
replacement level after 28 weeks curing period. It can be specimens of 100mm×200mm to test water absorption and
summarized that, sulfate resistance of RHA concrete much sorptivity of RHA blended concrete. The author
better than control concrete due to pozzolanic and concluded that, water absorption and sorptivity reduced
physical effect of RHA. presence of RHA in concrete. This reason illustrated in Da
Silva et al. [65], as when RHA present in concrete
Depth of Carbonation: Carbonation shows a positive specimen it reduces the inside pores as well as makes in
effect for concrete and mortar by increasing both uniformly arranged by finer RHA particles. As a result, the
tensile and compressive strength. A brief description of water absorption and sorptivity reduced than control
the mechanism of carbonation is as follows. At first CO2 concrete. Givi et al. [58] reported that, the water
dissolves in water and formed carbonic acid (H2CO3). absorption co-efficient lower for ultrafine RHA (average
A chemical reaction between hydration production of particle size 5 µm) replaced concrete than control concrete
cement (Ca(OH)2) and carbonic acid leads to form calcium up to 20%. However, RHA (average particle size 95 µm)
carbonate (CaCO3) which is responsible for corrosionof concrete showed greater water absorption value than

760
 World Appl. Sci. J., 32 (5): 752-765, 2014

Table 6: Water absorption and sorptivity of RHA blended concretes higher percentages (20-40%) RHA concrete showed
Coeff. of water Sorptivity comparable drying shrinkage to the control concrete
absorption ×10-6
because of packing effect of RHA particles. However,
× 10-10 (m2/s) (m/s1/2)
Replacement ------------------------- --------------------------
Habeeb and Fayyadh [69] reported that, drying shrinkage
OPC (%) 28 days 90 days 28 days 90 days References of RHA mixed concrete greater than OPC concrete
0 1.62 0.85 11.05 9.76 where 20% cement was replaced by RHA. Mahmud et al.
5 1.42 0.71 10.60 7.09 [70] cast 105mm×300mm cylindrical concrete to measure
10 1.03 0.61 9.16 4.86 drying shrinkage according to ASTM C (531-85). The
15 0.99 0.46 7.37 4.09 author reported that, higher amount RHA in concrete
20 0.92 0.31 6.00 3.61 [3] showed lower drying shrinkage value. Similarly, Wu and
25 0.51 0.20 5.53 2.28
Peng [71] reported that, in normal temperature drying
30 1.06 0.43 6.08 3.38
35 1.51 0.58 10.30 4.04
shrinkage of RHA mixed concrete less than pure cement
0 3.5571 - - - concrete. Zhang and Malhotra [72] found similar drying
5 0.67587 - - - shrinkage for control concrete and 10% RHA concrete
10 0.10320 - - - after 448days. It can be concluded that, drying shrinkage
15 0.10644 - - - [11] performance is not good for high percentages RHA
20 1.2122 - - - blended concrete due to reduction of cement and pore
25 1.4548 - - -
structure.
30 1.3030 - - -
0 2.86 1.35 - -
5 2.98a 1.25a - - Recommendations for Future Research: RHA can be
10 2.96a 1.13a - - used as a supplementary cementing material up to 30%
15 3.10a 1.25a - - replacement of cement without causing any negative
20 3.24a 1.32a - - [58] effect on the strength and durability of mortar and
5 2.47b 1.03b - - concrete. RHA contributes to the cementitious system by
10 1.97b 0.89b - -
filler and pozzolanic action. The exact contribution of each
15 2.55b 1.12b - -
20 2.57b 1.20b - -
particular effect did not measure by the past research.
0 - - 9.166 7.1
In order to commercial use of RHA globally, each effect
10 - - 8.649c 6.58c [71] should be identified. Research need with higher
10 - - 10.47d 12.7d percentages RHA amount present in concrete and mortar.
a-average particle size 95 µm; b-average particle size 5 µm; c-water reduced Following recommendations for future work with RHA
concrete; d-normal concrete have been identified from the current study.

OPC. Therefore, fineness of RHA is responsible to reduce To investigate the physical and chemical effect of
water absorption through the system. Safiuddin et al RHA in cementitious system.
[44] described that, water absorption of the concretes To prepare a comparative cost analysis between
reduced with a greater RHA content because porosity of concrete with and without RHA.
concrete reduced at higher RHA concrete. Table 6 Long-term strength and durability should be
represents the water absorption and sorptivity values for measured; for example 180 days, 1 year.
RHA mixed concretes from various literature. Therefore, Strength for higher replacement of cement with RHA
presence of RHA in concrete leads to a lower water should measure.
absorption and sorptivity which is important factor for To investigate an alternative source of binder using
long durability concern. RHA and other pozzolans with chemical activators.

Drying Shrinkage: Drying Shrinkage is occurred due to Concluding Remarks: In order to preserve energy and
loss of capillary water by the reduction of structure. As a reduce carbon dioxide, RHA play an important role
result, drying shrinkage often causes in concretecracking when added to Portland cement. A large volume of
and internal warping prior of loading. Chatveera et al. RHA is generated from rice milling industries every year.
[39] performed drying shrinkage test according to Japan The proper use of RHA in construction industry could
Concrete Institute (JCI, 1998) for concrete specimens develop a healthy and sustainable environment. RHA is
of 100mm × 100mm × 500mm. The author reported that, very effective in partial replacement of cement (30% or

761
 World Appl. Sci. J., 32 (5): 752-765, 2014

more) to produce higher compressive strength concrete 9. Nehdi, M., J. Duquette and A. El-Damatty, 2003.
and mortarover OPC. Strength of cementitious system Performance of rice husk ash producedusing a new
incorporating with RHA influencesby the combined technology as a mineral admixture in concrete.
action of filler and chemical effect of RHA. The Cement and Concrete Research, 33(8): 1203-1210.
durability performance of RHA concrete and mortar is also 10. Chindaprasirt, P. and S. Rukzon, 2008. Strength,
highly noticeable even in higher replacement of cement porosity and corrosion resistance ofternary blend
(more than 40% replacement) by RHA. As results, the Portland cement, rice husk ash and fly ash mortar.
presence of RHA in cement and concrete has gained Construction and C Building Materials,
considerable importance because of the requirements of 22(8): 1601-1606.
environmental safety and more durable construction in 11. Saraswathy, V. and H. Song, 2007. Corrosion
the future. Performance of Rice Husk Ash Blended
Concrete. Construction and Building Materials,
ACKNOWLEDGEMENTS
21(8): 1779-1784.
12. Jamil, M., A.B.M.A. Kaish, S.N. Raman and M.F.M.
The authors acknowledge the Ministry of Higher
Zain, 2013. Pozzolanic contribution of rice husk ash in
Education of Malaysia for providing the necessary
cementitious system, Construction and Building
funding required for the research through ERGS Grant
Materials, 47: 588-593.
scheme (ERGS/1/2011/TK/UKM/02/10).
13. Karim, M.R., M.F.M. Zain, M. Jamil and F.C. Lai, 2013.
REFERENCES Fabrication of anon-cement composite binder by
using slag, palm oil fuel ash and rice huskash with
1. Mehta, P.K., 1999. Concrete Technology for sodium hydroxide as an activator. Construction and
Sustainable Development. Concrete International, Building Materials, 49: 894-902.
21(11): 47-52. 14. Zain, M.F.M., M.N. CIslam, F. Mahmud and M.
2. Molhotra, V.M., 1993. Fly Ash, Slag, Silica Fume and Jamil, 2011. Production of rice husk ash for use in
Rice Husk Ash in Concrete: A review, Concrete concrete as a supplementary cementitious material.
International, 15(4): 2-28. Construction and Building Materials,
3. Ganesan, K., K. Rajagopal and K. Thangavel, 2008. 25(2): 798-805.
Rice Husk Ash Blended Cement: Assessment of 15. Isaia G.C., A.L.G. Gastaldini and R. Moraes, 2003.
Optimal Level of Replacement for Strength and Physical and pozzolanic action of mineraladditions on
Permeability Properties of Concrete. Constructionand the mechanical strength of high-performance
Building Materials, 22(8): 1675-1683. concrete.Cement Concrete Composites, 25(1): 69-76.
4. Coutinho, J.S., 2005. The combined benefits of CPF 16 Detwiler, R.J. and P.K. Mehta, 1989. Chemical and
and RHA in improving the durability of concrete physical effects of silica fume on themechanical
structures. Cement and Concrete Composites, behavior of concrete. ACI Mater Journal,
25(1): 51-59. 86(6): 609-14.
5. Ikpong, A. and D. Okpala, 1992. Strength 17 Cheerarot, R., J. Tangpagasit and C. Jaturapitakkul,
characteristics of medium workabilityordinary 2004. Compressive Strength of Mortars Due to
Portland cement-rice husk ash concrete. Building and
Pozzolanic Reaction of Fly Ash.ACI Journal.
Environment, 27(1): 105-111.
Special Publication, 221: 411-426.
6. Cordeiro, G., R. Filho, L. Tavares and E. Fairbairn,
18 Tangpagasit, J., R. Cheerarot, C. Jaturapitakkul and K.
2009. Ultrafine grinding of sugarcane bagasse ash for
Kiattikomol, 2005. Packing effect and pozzolanic
application as pozzolanic admixture in concrete.
reaction of fly ash in mortar.Cement Concrete
Cement and Concrete Research, 39(2): 110-115.
Research, 35(6): 1145-1151.
7. Chatveera, B. and P. Lertwattanaruk, 2009.
Evaluationof Sulfate Resistance of Cement Mortars 19. Cordeiro, G.C., R.D. Toledo Filho, L.M. Tavares and
ContainingBlack Rice Husk Ash. Journal of E.M.R. Fairbairn, 2008. Pozzolanic activity and fillers
EnvirontalManagement, 90(3): 1435-1441. effect of sugar cane bagasse ash on Portland cement
8. Mehta, P.K., 1997. Durability: Critical Issues for the and limemortars. Cement Concrete Composites,
Future. Concrete International, 19(7): 69-76. 30(5): 410-8.

762
 World Appl. Sci. J., 32 (5): 752-765, 2014

20. Jaturapitakkul, C., J. Tangpagasit, S. Songmue and K. 32. Hwang, C.L., Bui Le Anh-Tuan and Chen
Kiattikomol, 2011. Filler effect and pozzolanic reaction Chun-Tsun, 2011. Effect of rice husk ash on the
of ground palm oil fuel ash. Constrstruction and strength and durability characteristics of
Building Materials, 25(11): 4287-4293. concrete, Construction and Building Materials
21. Khan, M.N.N., M. Jamil, A.B.M.A. Kaish, M.F.M 25(9): 3768-3772.
Zain and M.R. Karim, 2014. An Experimental Study on 33. Nehdi, M., J. Duquette and A. El Damatty, 2003.
theStrength of Mortar due to Filler Effect of Performance of rice husk ashproduced using a new
Pozzolanic Materials. International Journal of technology as amineral admixture in concrete Cement
Advanced Structures and Geotechnical Engineering, and Concrete Research, 33(8): 1203-1210.
3(2): 106-109. 34. Madandoust, R., M.M. Ranjbar, H.A. Moghadam and
22. Goldman A. and A. Bentur, 1993. The influence of S.Y. Mousavi, 2011. Mechanical properties and
microfillers on enhancement of concrete strength. durability assessment of rice huskash concrete,
Cement Concrete Research, 23(4): 962-72. Biosystems Engineering, 110(2): 144-152.
23 Goldman, A. and A. Bentur, 1994. Properties of 35. Gastaldini, A.L.G., G.C. Isaia, A.P. Saciloto, F. Missau
cementitious systems containing silica fume or and T.F. Hoppe, 2010. Influence of curing time on the
nonreactive micro fillers. Advanced Cement Based chloride penetration resistance of concrete
Materialsl, 1(5): 209-15. containing rice husk ash: A technical and economical
24 Della, V.P., I. Kuhn and D. Hotza, 2002. Rice husk ash feasibility study. Cement and Concrete Composites
as analternate source for active silica production. 32(10): 783-793.
Materials Letters, 57(4): 818-821. 36 Chindaprasirt, P., S. Rukzon and V. Sirivivatnanon,
25. Feng, Q., H. Yamamichi, M. Shoya and S. Sugita, 2008. Resistance to Chloride Penetration of Blended
2004. Study on the pozzolanic properties of rice husk Portland Cement Mortar Containing Palm Oil
ash by hydrochloric acid pretreatment. Cement and FuelAsh, Rice Hush Ash and Fly Ash. Construction
ConcreteResearch, 34(3): 521-526. and Building Materials, 22(5): 932-938.
26. Mehta, P.K. and P.C.C Aitcin, 1990. Principles 37 Mehta, P.K., 1977. Properties of Blended Cements
Underlying Production of High-Performance Made from Rice Husk Ash.American Concrete
Concrete. Journal of Cement, Concrete and Institute, 74(9): 440-442.
Aggregates, 12(2): 70-78. 38. De Sensale, G.R., 2010. Effect of rice husk ash on
27. Givi, A.N., S.A. Rashid, Farah Nora A. Aziz and durability of cementitious materials. Cement and
M.A.M. Salleh, 2010. Contribution of Rice Husk Ash Concrete Composites, 32(9): 718-725.
to the Properties of Mortar and Concrete: A Review. 39. Chatveera, B. and P. Lertwattanaruk, 2011. Durability
Journal of American Science, 6(3): 157-165. of conventional concretes containing black rice
28. Zhang, M.H., R. Lastra and V.M. Malhotra, 1996. husk ash. Journal of Environmental Management,
Ricehuskash paste and concrete: Some aspects of 92(1): 59-66.
hydrationand the microstructure of the interfacial 40. Memon, S.A., M.A. Shaikh and H. Akbar, 2011.
zone between theaggregate and paste. Cement and Utilization of Rice Husk Ash as viscosity modifying
Concrete Research, 26(6): 963-977. agent in Self Compacting Concrete. Construction and
29. Karim, M.R., M.F.M. Zain, M. Jamil, F.C. Lai and M.N. Building Materials, 25(2): 1044-1048.
Islam, 2012. Strength of Mortar and Concrete as 41, Shukla, A., C. K. Singh and A.K. Sharma, 2011. Study
Influenced by Rice Husk Ash: A Review. World of the Properties of Concrete by Partial Replacement
Applied Sciences Journal, 19(10): 1501-1513. of OrdinaryPortland Cement by Rice Husk Ash.
30. Yu, Q., K. Sawayama, S. Sugita, M. Shoya and Y. International Journal of Earth Sciences and
Isojima, 1999. The reaction between rice husk ash and Engineering, 4(6): 965-968.
Ca(OH)2solution and the nature of its product. 42. Jaya, R.P., B.H.A. Bakar, M.A.M. Johari and M.H.W.
Cement andConcrete Research, 29(1): 37-43. Ibrahim, 2011. Strength and permeability properties
31. Nicole, P.H., P.J.M. Monteiro and H. Carasek, 2000. ofconcrete containing rice husk ash with different
Effect of Silica Fume and Rice Husk Ashon Alkali- grinding time. Central European Journal of
Silica Reaction. Materials Journal, 97(4): 486-492. Engineering, 1(1): 103-112.

763
 World Appl. Sci. J., 32 (5): 752-765, 2014

43. Raman, S.N., T. Ngo, P. Mendis and H.B. Mahmud, 55. Bui, D.D., J. Hu and P. Stroeven, 2005. Particle Size
2011. High-strength rice husk ash concrete Effect on the Strength of Rice Husk Ash Blended
incorporating quarry dust as a partial substitute Gap-Graded Portland Cement Concrete. Cement and
for sand. Construction and Building Materials Concrete Composites, 27(3): 357-366.
25(7): 3123-3130. 56. De Sensale, G.R., 2006. Strength development of
44. Safiuddin, M., J.S. West and K.A. Soudki, 2011. Concrete with Rice-Husk Ash. Cement and Concrete
Flowing ability of the mortars formulated from Composites, 28(2): 158-160.
self-compacting concretes incorporating rice 57. Nair, D.G., K.S. Jagadish and F. Alex, 2006. Reactive
husk ash. Construction and Building Materials, Pozzolan as from Rice Husk Ash: An Alternative to
25(2): 973-978. Cement for Rural Housing. Cement and Concrete
45. Zerbino, R., G. Giaccio and G.C. Isaia, 2011. Concrete Research, 36(6): 1062-1071.
incorporating rice husk ash without processing.
58. Givi, N.A., S.A. Rashid, F.N.A. Aziz and
Construction and Building Materials, 25(1): 371-378.
S.M.A. Mohd, 2010. Assessment of the Effects of
46. Habeeb, G.A.and H.B. Mahmud, 2010. Study on
Rice Husk Ash Particle Size on Strength, Water
Properties of Rice Husk Ash and Its Use as
Permeability and Workability of Binary Blended
Cement Replacement Material. Materials Research,
Concrete. Construction and Building Materials,
13(2): 185-190.
47. De Souza Rodrigues, C., K. Ghavami and P. Stroeven, 24(11): 2145-2150.
2010. Rice Husk Ash as Supplementary Raw 59. Horsakulthai, V., S. Phiuvanna and W. Kaenbud,
Material for the Production of Cellulose Cement 2011. Investigation on the corrosion resistance of
Compositeswith Improved Performance. Waste bagasse-rice husk-wood ash blended cement
Biomass Valor, 1(2): 241-249. concrete by impressed voltage, Construction and
48. Muthadhi, A. and S. Kothandaraman, 2010. Optimum Building Materials, 25(1): 54-60.
production conditions for reactive rice husk ash. 60. Chindaprasirta, P., P. Kanchandaa, A.
Materials and Structures, 43(9): 1303-1315. Sathonsaowaphaka and H.T. Cao, 2007. Sulfate
49. Habeeb, G.A. and M.M. Fayyadh, 2009. Rice Husk Resistance of Blended Cements Containing Fly
Ash Concrete: the Effect of RHA Average Particle Ashand Rice Husk Ash. Construction and
Size on Mechanical Properties and Drying Shrinkage. BuildingMaterials, 21(6): 1356-1361.
Australian Journal Basic and Applied Sciences, 61. Ramezanianpour, A.A., M. Mahdi khani and G.H.
3(3): 1616-1622. Ahmadibeni, 2009. The Effect of Rice Husk Ash on
50. Gastaldini, A.L.G., G.C. Isaia, A.P. Saciloto, F. Missau Mechanical Properties and Durability of Sustainable
and T.F. Hoppe, 2009. Influence of Fineness of Concretes. International Journal of Civil Engineerng,
Rice Husk Ash and Additives on the Properties of 7(2): 83-91.
Lightweight Aggregate, Fuel, 88(1): 158-162. 62. Babaiefar, S., 2007. The durability assessment of
51. Dakroury, A.E. and M.S. Gasser, 2008. Rice Husk Ash concrete made withrice husk ash (RHA) in sulfate
(RHA) as Cement Admixture for Immobilization of environment. M.Sc. thesis, Rasht, Iran: University of
Liquid Radioactive Waste at Different Temperatures. Guilan.
Journal of Nuclear Materials, 381(3): 271-277. 63. Santhanam, M., M.D. Cohen and J. Olek, 2002.
52. De Sensale, G.R., Antonio B. Ribeiro and A.
Mechanism of sulfate attack: a freshlook-part 1:
Gonçalves, 2008. Effects of RHA on autogenous
summary of experimental results. Cement Concrete
shrinkage of Portland cement pastes. Cement and
Research, 32: 915-21.
Concrete Composites, 30(10): 892-897.
64. Santhanam, M., M.D. Cohen and J. Olek, 2003.
53. Chindaprasirt, P., S. Homwuttiwong and C.
Mechanism of sulfate attack: a fresh look-part 2:
Jaturapitakkul, 2007. Strength and water permeability
of concrete containing palm oil fuel ash and rice proposed mechanisms. Cement Concrete Research,
husk–bark ash. Construction and Building Materials, 33: 341-6.
21(7): 1492-1499 65. Da Silva, F.G., Jefferson B.L. Liborio and P. Helene,
54. Giaccio, G., G.R. de Sensale and R. Zerbino, 2007. 2008. Improvement of physical and chemical
Failure mechanism of normal and high-strength properties of concrete with brazilian silica rice
concrete with rice-husk ash. Cement and Concrete husk (SRH). RevistaIngeniería de Construcción,
Composites, 29(7): 566-574. 23(1): 18-25.

764
 World Appl. Sci. J., 32 (5): 752-765, 2014

66. Gastaldini, A.L.G., G.C Isaia, N.S. Gomes and J.E.K. 70. Mahmud, H.B, M.F.A. Malik, R.A. Kahar, M.F.M.
Sperb, 2007. Chloride penetration and carbonation in Zain and S.N. Raman, 2009. Mechanical properties
concrete with rice husk ash and chemical activators. and Durability of Normal and Water Reduced High
Cement and Concrete Composites, 29(3): 176-180. Strength 60 grade concrete Containing Rice Husk
67. Papadakis, V.G., C.G. Vayenas and M.N. Fardis, Ash. Journal of Advanced Concrete Technology,
1991. Fundamental modeling and experimental 7(1): 21-30.
investigation of concrete carbonation. ACI Materials 71. Wu, D.S. and Y.N. Peng, 2003. The macro and micro
Journal, 88(5): 363-373. properties of cement pastes with silica rich materials
68. Rukzon, S., P. Chindaprasirt and R. Mahachai, 2009. cured by wet mixed steaming injection. Cement and
Effect of grinding on chemical and physical Concrete Research, 33: 1331-1345.
properties of rice husk ash.International Journal of 72. Zhang, M.H. and V.M. Malhotra, 1996.
Minerals, Metallurgy and Materials, 16(2): 242-247. High-performance concrete incorporating rice husk
69. Habeeb, G.A. and M.M. Fayyadh., 2009. Rice Husk ash as asupplementary cementing material. ACI
Ash Concrete: the Effect of RHA Average Particle Materials Journal, 93(6): 629-636.
Size on Mechanical Properties and Drying Shrinkage.
Australian Journal of Basic and Applied Sciences,
3(3): 1616-1622.

765

View publication stats