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International Journal of Applied Engineering Research ISSN 0973-4562 Volume 12, Number 8 (2017) pp. 1598-1609
© Research India Publications. http://www.ripublication.com
1598
Influence of Fly Ash and Fine Aggregates on the Characteristics of Pervious
Concrete
Uma Maguesvari, M*,1 and Sundararajan, T*,2
*- Dept. of Civil Engineering, Pondicherry Engineering College, Pondicherry-605014, India. 1Corresponding author,
1ORCID: 0000-0002-0818-4866, 2ORCID: 0000-0002-0922-4268
Abstract
The aim of this study is to investigate the effect of partial
replacement of cement by 10% and 20% of fly ash, partial
replacement of coarse aggregates by fine aggregates (ranging
from 5 - 15%), on the characteristics of pervious concrete.
Class C fly ash, coarse aggregates ranging in size from19 mm
to 9.5 mm and 9.5 mm to 4.75 mm blended in the ratio of 60:40
respectively, and a constant water / binder ratio of 0.34 were
used and ACI method of mix proportioning, was adopted for
various mixes. Altogether 32 mixes were designed.
Compressive strength, flexural strength, split - tensile strength,
total voids, permeable voids, density and permeability by
falling head method, were determined. It is seen that the
compressive strength range achieved for pervious fly ash -
cement concretes with a minimum binder content of 300 kg/m3,
with fines (10% and 15%), has the potential application as a
typical sub-base / base layer for flexible/rigid pavements.
Further, replacement of cement by fly ash (up to 20%) has
reduced the compressive strength only marginally, whereas,
addition of fine aggregates (5 - 15%) has increased the above
strength, ranging from ‘marginal’ to ‘high’. Incorporation of fly
ash has the effect of reduction in total voids in pervious
concretes.
Keywords: Pervious concrete, Pervious fly ash-cement
concrete, Mechanical properties, Density, Permeability, Voids
INTRODUCTION
Pervious concrete is a special concrete with porosity, in which
the voids are intentionally created. It allows water and other
sources to pass through. Pervious concrete generally consists of
Portland cement, coarse aggregate, little or no fine aggregate,
admixture and water. It is also called porous concrete, no - fine
concrete, gap graded concrete etc. Concrete pavements by
virtue of their impervious nature contributes to the increased
surface runoff into the drainage system and also causes
excessive flooding in built - up areas. The surface runoff that
flows over the land or impervious surface, accumulates with it
debris, chemicals, sediment or other pollutants that could
adversely affect water quality, if it is ultimately discharged
untreated into any natural water body. Pervious concrete
reduces the surface runoff from paved areas, there by reduces
the need for a separate storm water retention pond and may also
result in the use of smaller capacity storm sewer. Apart from
the above, pervious concrete when used in a pavement system
has structural, economic and road - user benefits (Mc Cain et
al, 2009; Nguyen et al, 2014). Due to the above, there is
sustained research interest in the use of pervious concrete in
pavement applications, in various regions of the world since the
last decade (Huang et al, 2009). However, sustained and
comprehensive research leading to the use of pervious concrete
as a pavement material in many developing / emerging
countries, like India, has not happened, mainly due to lack of
standardized technique for material preparation, testing and
construction (Chandrappa et al, 2016).
Several studies have been carried out and reported using
various aggregate grading and types, different cement paste
content and water-binder ratios on the properties of pervious
concrete such as compressive strength, permeability and void
content (Huang et al, 2009; Ibrahim et al, 2014; Cheng et al,
2011; Lian et al, 2010; Girish et al, 2011; Yang et al, 2003 and
Bhutta et al, 2012). Cement has been partially replaced by rice
husk ash (RHA) for evaluating the properties of pervious
concrete (Hesami et al, 2014). Further to improve the strength
and abrasion characteristics, super plasticizer, silica fume and
polymer have been introduced and investigated (Huang et al,
2009; Lian et al, 2010; Wu et al, 2011 and Dong et al, 2013).
Fibers have been incorporated to enhance the performance of
freeze - thaw properties (Kevern et al, 2014). Attempts have
also been made to introduce rubber on pervious concrete
(Gesog et al, 2014). Recycled aggregates, sea shell, brick bats
and Municipal solid waste incinerated bottom ash as
aggregates, have been used as a partial replacement for coarse
aggregate and various studies have been carried out (Cheng et
al, 2011; Nguven et al, 2013; Bhutta et al, 2013; Guneyisi et al,
2014; Hossain et al, 2012 and Kuo et al, 2013). Studies using
image analysis have revealed the interface of microstructure on
pervious concrete (Sumanasooriya et al, 2011; Neithalath et al,
2010 and Deo et al, 2010). Studies have also been carried out
to improve the fatigue strength and toughness of pervious
concrete (Chen et al, 2013) and geo polymer as a binder for
making pervious concrete (Tho - in et al, 2012 and Sata et al,
2013).
(Aoki et al, 2012) have considered seven mixes (3 control; 3
mixes with 20% class F fly ash; one mix with 50% class F fly
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ash) for evaluating the compressive strength, permeability and
void content. The reported results were more focused towards
the relationship between strength and permeability and strength
and voids. However, the potential applications of the reported
work have not been indicated. (Hager et al, 2016) have used
20% of class C fly ash along with Portland cement admixtures
etc., for the construction of the top layer of pavement for a
parking lot test section in the Denver metropolitan region,
Colorado, USA. The water quality of storm water after the
construction of the parking lot with the above pervious concrete
was used to highlight the hydrologic benefit of the system
during storm events. In spite of the above types of studies
carried out and reported, it can be seen that the use of
supplementary cementitious materials (SCMs) in the
production of pervious concrete and comprehensive studies
thereof, including various application, especially for
pavements, is still rare. On the other hand, such studies, if
carried out and reported, will contribute for sustainable
development. Hence, the focus of this study is to evaluate the
various characteristics of pervious concrete with and without
fine aggregates, cement was partially replaced by fly ash (10%
and 20%) to produce pervious concrete. The potential of the
above concretes has also been evaluated as a possible pavement
material, with reference to the relevant Indian codes, and
reported.
EXPERIMENTAL PROGRAM
Materials and properties
Cement, cementitious material as fly ash, crushed gravel as
coarse aggregates, river sand as fine aggregates and potable
water were the constituent materials used in pervious concrete.
Fly ash belonging to (class C) obtained from the thermal power
plant located nearby (Neyveli, Tamilnadu, India) was used in
all the mixes. Specific gravity of coarse aggregate used was
2.71. Coarse aggregates of size 19 mm to 9.5 mm and 9.5 mm
to 4.75 mm, as suggested in ACI 522R - 10 for pervious
concrete was used in the present study in the ratio of 60:40 for
the mix. Fine aggregates conforming to Zone II of IS: 383 -
1978, with the specific gravity of 2.62 was used. Salient
characteristics of the cement and fly ash used are given
in Table 1.
Table 1: Physical properties of cement and fly ash
Sl. No Property Cement Fly ash
1 Standard consistency 33.5% 35%
2 Initial setting time 35 min 40 min
3 Final setting time 160 min 250 min
4 Soundness 1 mm 0 mm
5 Specific gravity 3.15 2.45
Table 2: Chemical properties of fly ash
Sl. No Chemical composition Value (%)
1 Loss of ignition 2.52
2 Silica as Sio2 51.56
3 Iron as Fe2o3 7.15
4 Alumina as Al2 03 23.23
5 Calcium as Cao 10.78
6 Magnesium as Mgo 2.90
7 Sulphur as So3 1.85
Chemical composition of fly ash is given in Table 2 and particle
size distribution of fly ash is shown in Figure 1. The above fly
ash is categorized as class C fly ash and hence it is expected to
exhibit its cementitious property. Further, as the fly ash has
substantial quantity of particles less than 450 microns, it is
expected to contribute for the micro - filler effect in concrete.
Figure 1. Particle size distribution of fly ash
Mix proportioning
Four distinct binder contents for proportioning pervious
concrete mixes were considered, namely, 250, 300, 350 and
400 kg/m3 and cement was partially replaced by fly ash by 10%
and 20% (by weight). The above range of binder contents cover
the wide range of possible applications and also cover the range
prescribed by Indian standards for use in cement concrete. The
above four binder contents formed the basis for the mix
proportioning of ‘control mixes of pervious fly ash – cement
concrete’, without ‘fines’ (i.e. without fine aggregates), but
using coarse aggregates. Coarse aggregates were partially
replaced by fine aggregates by 5%, 10% and 15% (by weight).
About 60% of the total coarse aggregates content in the size
range of 19 mm to 9.5 mm and 40% in the size range of 9.5 mm
to 4.75 mm, were used for the production of pervious concrete
mixes. A constant water- binder (w/b) ratio of 0.34 was
maintained for all the mixes. The above w/b was adopted from
earlier studies conducted and reported (Lian et al, 2010) . All
the mixes were designed according to ACI 522 R - 10 as there
is no Indian code available for pervious concrete. All together
8 control mixes without fines (i.e. 4 with 10% and 4 with 20%
of fly ash replacement); 24 mixes with fines (12 each for each
0
20
40
60
80
100
120
0.010.1110Pe
rce
nta
ge
of
pa
ssin
g
Particle size ( mm)
Percentage passing
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level of replacement of 10% and 20%), were proportioned for
casting various specimens for determining the strength,
permeability and void characteristics of pervious concrete. The
designations of various mix series and the corresponding mixes
in the series are given in Table 3. Further, details of a typical
mixes (for binder content 250kg/m3) are given in Table 4.
Table 3: Designation of mix series and the corresponding designation of mixes in the series
Sl. No Designation
of mix series
Designation of
‘mixes’
No. of
mixes
Remarks
1 CF1 C1F1S1 to C4F1S1 4 Control mixes with 10% replacement of cement by fly ash, but without fines
2 CF2 C1F2S1 to C4F2S1 4 Control mixes with 20% replacement of cement by fly ash, but without fines
3 CF1S1 C1F1S2 to C4F1S2 4 CF1 mix series with 5% fines
4 CF2S1 C1F2S2 to C4F2S2 4 CF2 mix series with 5% fines
5 CF1S2 C1F1S3 to C4F1S3 4 CF1 mix series with 10% fines
6 CF2S2 C1F2S3 to C4F2S3 4 CF2 mix series with 10% fines
7 CF1S3 C1F1S4 to C4F1S4 4 CF1 mix series with 15% fines
8 CF2S3 C1F2S4 to C4F2S4 4 CF2 mix series with 15% fines
Table 4: Details of typical mix proportion of 250 Kg/m3
Sl.
No
Mix
designation
Cement
content
(kg/m3)
Fly ash
(kg/m3)
Fine
aggregate
(kg/m3)
Coarse
aggregate
(kg/m3)
1 C1F1S1 225 19.5 0 1640
2 C1F1S2 225 19.5 82 1590
3 C1F1S3 225 19.5 164 1540
4 C1F1S4 225 19.5 246 1474
5 C1F2S1 200 39 0 1640
6 C1F2S2 200 39 82 1590
7 C1F2S3 200 39 164 1540
8 C1F2S4 200 39 246 1474
Note:
C1, C2, C3 and C4 – denote cement content 250, 300, 350 and
400 in Kg/m3, in the mixes
S1, S2, S3, S4 – denote the percentage of fine aggregates 0%,
5%, 10%, 15%, respectively.
F1 and F2 – 10%, 20% replacement of cement by fly ash in
the mixes
Preparation and testing of specimens
Compressive strength
Cubes of size 100mm x 100mm x 100mm were cast for each
mix and moist cured for 24 hours before demoulding and curing
in water continued at 24◦C until testing at 7 days and 28 days.
Compressive strength was determined in accordance with the
Indian standard IS: 516 - 1959. As the largest nominal size of
the coarse aggregate used in this study does not exceed 20mm,
100mm cubes have been used, as an alternative to the standard
size of cube of 150 mm, as recommended in the above code.
However, in order to assess the potential applications of
pervious concretes investigated in the study for pavement
application, it becomes necessary to investigate the ‘size effect’
on cube compressive strength of pervious concretes, as the
strength requirements specified in the relevant IS codes
correspond to the values based on tests conducted on 150 mm
cube specimens. Accordingly, the size effect on compressive
strength was carried out on a typical series of mixes and the
average value of size effect for pervious concrete was
determined as 0.91, which compares well with the size effect
for conventional concretes are on reported by (Neville, 2006).
The above factor was used latter, to assess the suitability of
pervious concrete for various types of pavement applications,
based on the strength requirements stipulated in the relevant IS
codes.
Flexural strength
Flexural strength of pervious concrete specimens was
determined by three-point load test on beam specimens of size
100 mm x 100 mm x 500 mm, and in accordance with the
Indian standard IS: 516 - 1959, after 28 days of normal curing.
The above size of specimen is chosen, for the reasons stated
above.
Split tensile strength
Split tensile strength was determined in accordance with the
Indian standard IS:5816 - 1999, on cylindrical specimens of
size 100 mm diameter and 200 mm height, after 28 days normal
curing. Even though, 150 mm diameter cylinder specimen is
recommended in the above code, 100 mm diameter was chosen
so as to limit the consumption of materials. Hence, all the
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International Journal of Applied Engineering Research ISSN 0973-4562 Volume 12, Number 8 (2017) pp. 1598-1609
© Research India Publications. http://www.ripublication.com
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reported results in this paper, are based on the above size of
specimen only.
Permeability
Specimens of size 90 mm diameter and 150 mm height were
cast and tested after 28 days of normal curing. An experimental
set up [Figure 2] was exclusively fabricated for determining the
permeability of pervious concrete specimens, based on the
falling head permeability method, proposed and reported by
(Neithalath et al, 2006), as there is no equivalent standard
prescribed in Indian codes. The above procedure has also been
prescribed as the standard procedure in ACI 522R - 10.
Figure 2. Experimental setup of permeability testing
Total and Permeable voids
Specimens of size 90 mm diameter and 150 mm height were
cast and tested after 28 days of normal curing, and the total
voids were determined in accordance with ASTM C 1754/C
1754M - 12. Permeable voids (∅𝑝𝑣) were calculated using the
procedure in the above code and using Equation (1).
∅𝑝𝑣 = [1 −(𝑤2 − 𝑤1)
𝜌𝑣] x 100 ----- (1)
where w1 is the specimen weight under water, w2 is the weight
of the specimen with the SSD condition, ρ is the density of
water and v is the volume of the specimen (Seo, 2006).
RESULTS AND DISCUSSION
The compressive strength of pervious concretes for different
binder contents (with 10% and 20% replacement of cement by
fly ash) and percentage of fines are shown in Figure 3.
Figure 3. Compressive strength (28 days) of pervious fly ash- cement concrete for various binder contents (two levels of fly ash
replacement) and percentage of fines
The actual compressive strength of pervious concretes in CF1
and CF2 - series (i.e. zero fines) increase with increase in binder
content and the strength ranges from 5.70 to 8.83 MPa (at 28
days) for the range of binder contents considered. Incorporating
the size effect, the estimated value of the above compressive
strength ranges from 5.19 to 8.04 MPa (at 28 days) and the
0
5
10
15
20
10 20 10 20 10 20 10 20
0 5 10 15
Co
mp
ressiv
e s
tren
gth
(M
Pa)
Percentage of fines and percentage of fly ash
250
300
350
400
Fly ash %
Fines %
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above strength range falls within the typical compressive
strength reported (i.e. 2.8 to 20MPa) for pervious concretes in
ACI522R - 10.
The above strength range also satisfies the typical strength
range prescribed in the relevant Indian codes (Table 5) for use
in lean cement concrete (LCC) as a base / sub - base layer of a
flexible pavement. However, the strength range achieved even
up to 20% replacement of cement by fly ash, (i.e. in CF1 and
CF2 series of mixes) is less than the typical strength range
prescribed for use in DLC in the relevant Indian codes. Thus,
there is scope for improvement in the strength of pervious fly
ash - cement concretes, for potential application / (s) as a sub –
base / base material in pavements.
Table 5: Strength requirements for LCC and DLC as per Indian Standards
Sl. No Purpose Compressive strength (MPa) Reference
1 Lean cement concrete (LCC) for base / sub base
of flexible pavement. 3.7 - 7.2 (at 28 days) IRC: 74 - 1979
2 Dry lean Concrete (DLC) for sub - base of rigid
pavement.
7.0 (at 7 days)
10 (at 28 days)
IRC: SP: 49 -2014
IRC:58 - 2015
Addition of “fines” has increased the compressive strength of
pervious fly ash - cement concretes, for all the range of fines-
content considered. This is attributed to better packing of the
matrix and improvement in interfacial bond, when compared to
‘no fines’ pervious concrete. Further, there is continuous
improvement in the compressive strength due to the addition
fines, ranging from marginal to high as the Binder content
increases.
The strength behaviour of pervious fly ash - cement concrete,
with and without fines, is similar, (Figure 4 and 5) for the range
of binder contents considered, and is independent of fly ash
replacement levels. As the minimum compressive strength of
10 MPa (at 28 days) is required for DLC to be used as a sub -
base in a rigid pavement (Table 5), the strength range achieved
pervious fly ash - cement concrete, excluding the binder
content of 250 Kg/m3 alone, fulfils the above requirement.
Therefore, it can be stated safely that the minimum binder
content for pervious fly ash - cement concretes, to be used in
DLC in a rigid pavement with fines (10 and 15%) is 300 kg/m3.
Figure 4. Compressive strength of pervious fly ash-cement for various binder contents and percentage of fines (10% fly ash
replacement).
0
2
4
6
8
10
12
14
16
18
200 250 300 350 400 450
Co
mp
ressiv
e S
tren
gth
(M
Pa)
Binder content with 10% fly ash replacement (Kg/m3)
0
5
10
15
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Figure 5. Compressive strength of pervious fly ash-cement for various binder contents and percentage of fines
(20% fly ash replacement).
The variation of 7 - days compressive strength of pervious
concretes is shown in Figure 6. It is observed that the average
ratio of 7 to 28 - days compressive strength of pervious fly ash
- cement concretes reported in this study, is 0.83 and 0.8, for
with and without fines respectively, and for the range of
parameters and binders considered. The above value is within
the range (0.75 to 0.87), reported by several earlier
investigators (Joshaghani et al, 2015; Aoki et al, 2012;
Ravindrarajah et al, 2012 and Kevern et al, 2008) for pervious
cement concrete. Further, the trend in the compressive strength
at 7 - days and 28 - days are also similar. The above behaviour
is in line with the reported behaviour of pervious cement
concrete ( Joshaghani et al, 2015; Aoki et al, 2012;
Ravindrarajah et al, 2012 and Kevern et al, 2008).
Figure 6. Compressive strength (7 days) of pervious fly ash - cement concrete for various binder contents (two levels of fly ash
replacement) and percentage of fines.
Density with compressive strength
Density of pervious fly ash - cement concrete with and without
fines ranges from 1849 to 2087 kg/m3, for the two levels of fly
ash replacement. The influence of fly ash content on the density
of pervious concretes, is negligible. Considering the lowest
value of density reported in this study for pervious fly ash -
cement concrete, it is about 77% of the standard density of
conventional concrete and comparable to the reported value of
earlier investigators, for pervious concretes. The effect of
density on the compressive strength of pervious concretes is
shown in Figure 7. As the density of pervious fly ash - cement
concrete increases, its compressive strength also increases.
0
5
10
15
20
200 250 300 350 400 450Co
mp
ressiv
e S
tre
ng
th (
MP
a)
Binder content with 20% fly ash replacement (Kg/m3 )
0
5
10
15
0
2
4
6
8
10
12
14
10 20 10 20 10 20 10 20
0 5 10 15
Co
mp
ressiv
e s
tren
gth
(M
Pa)
Percentage of fines and percentage of flyash
250
300
350
400
Fly ash %
Fines %
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Figure 7. Effect of density on the compressive strength of
pervious fly ash- cement concretes.
Flexural and split- tensile strength
Variation of flexural and split-tensile strengths of pervious fly
ash - cement concrete for different binder contents with two
levels of fly ash replacements and fines are shown in Figure 8
and 9, respectively. Both the above strength behaviour of
pervious fly ash - cement concrete is similar to that of the
corresponding compressive strength behaviour with respect to
no fines and range of fines considered.
Figure 8. Flexural strength of pervious fly ash - cement concrete for various binder contents (two levels of fly ash replacement)
and percentage of fines.
Figure 9. Split tensile strength of pervious fly ash - cement concrete for various binder contents (two levels of fly ash
replacement) and percentage of fines.
y = 0.0021e0.0043xR² = 0.882
0
2
4
6
8
10
12
14
16
18
1800 1850 1900 1950 2000 2050 2100Com
pre
ssiv
e s
trength
(M
Pa)
Density(Kg/m3)
0
1
1
2
2
3
3
10 20 10 20 10 20 10 20
0 5 10 15
Fle
xu
ral
str
en
gth
(M
Pa)
Percentage of fines and fly ash
250
300
350
400
Fly ash %
Fines %
0
1
1
2
2
3
3
10 20 10 20 10 20 10 20
0 0 5 5 10 10 15 15
Sp
lit
Ten
sile s
tren
gth
(M
Pa)
Percentage of fines and fly ash
250
300
350
400
Fly ash %
Fines %
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The actual flexural strength attained is in the range of 1.40 to
2.06 MPa and 1.45 to 2.75 MPa for pervious fly ash - cement
concretes with no fines and fines, respectively. Similarly, the
split tensile strength attained is in the range of 1.45 to 1.86 MPa
and 1.49 to 2.57 MPa for pervious fly ash-cement concretes
with no fines and fines, respectively. It is observed that
replacement of cement by fly ash, up to 20%, has only a
marginal reduction in the flexural and split tensile strengths.
Influence of total voids on compressive strength
characteristics
The total voids contents are in the range of 17.58 to 28.76%
(for 10% fly ash content) and 13.55 to 24.76 % (for 20% fly ash
content), and the corresponding compressive strength ranges
from 6.30 - 16.95MPa (for 10% fly ash content) and 5.70-
15.03MPa (for 20% fly ash content) respectively (Figure 10
and 11). The above total voids contents and the compressive
strength of pervious fly ash - cement concrete (with 10%
replacement of cement by fly ash) ranges are within the typical
void content and strength ranges of pervious concrete reported
in ACI 522 R - 10, whereas the total void content of pervious
fly ash - cement concrete 20% replacement of cement by fly
ash is slightly lesser.
Figure 10. Effect of total void on the compressive strength of pervious fly ash - cement concretes (10% fly ash replacement).
Figure 11. Effect of total void on the compressive strength of pervious fly ash - cement concretes (20% fly ash replacement).
In general, replacement of cement by fly ash has resulted in
reduction in total voids content, and this is primarily attributed
to the micro-filler effect of fly ash, thereby reducing the total
voids in the pervious fly ash - cement concrete. In spite of the
above effect, the resulting compressive strengths are within the
typical range reported in ACI 522R - 10 for pervious concrete.
Thus, addition of fly ash has resulted in beneficial effects from
technical, economic and environmental considerations. The
range of total voids of pervious concretes reported in this study,
are within the range of void content reported (i.e. 14.95% to
40.14%) by several earlier investigators (Joshaghani et al,
2015; Bhutta et al, 2013; Hossain et al, 2012; Kuo et al, 2013;
Ravindrarajah et al, 2012 and Kevern et al, 2008).
Permeability
The permeability of pervious concretes for different binder
contents (with 10% and 20% replacement of cement by fly ash)
and percentage of fines are shown in Figure 12. Permeability of
pervious fly ash - cement concrete without fines, decreases with
y = 53.414e-0.072x
R² = 0.799
0
2
4
6
8
10
12
14
16
18
15 20 25 30
Co
mp
ressiv
e s
tren
gth
(MP
a)
Total voids (%)
y = 39.214e-0.073x
R² = 0.783
0
2
4
6
8
10
12
14
16
10 15 20 25 30
Co
mp
ressiv
e s
tren
gth
(MP
a)
Total voids (%)
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increase in binder content, and it ranges from 1.19 cm/s to 0.641
cm/s. Permeability of pervious fly ash - cement concrete with
fines are in the range of 1.028 cm/s to 0.324 cm/s.
Addition of fines has decreased the permeability of pervious fly
ash - cement concretes, for all ranges of fines considered and
that the average reduction in permeability is 15.63%, for
pervious fly ash - cement concrete. However, the overall
reduction in permeability due to fines in pervious fly ash -
cement concretes is even up to 60%. The above reduction in
permeability is attributed to the combined effect of fines, and
the type of binder (cement / fly ash) and binder content. The
permeability of pervious concretes in this study is observed to
be within the range (i.e. 0.1 to 2 cm/s) reported for pervious
cement concrete, by various researchers (Kevern et al, 2008; Li
et al, 2013; Martin et al, 2014; Qin et al, 2015; Haselbach et al,
2005 and Deo et al, 2011). It is to be noted that the higher value
reported by a group of earlier researchers is for the case of using
higher size coarse aggregates (i.e. 12.5 mm to 19 mm)
(Joshaghani et al, 2016).
Influence of permeable voids on permeability
characteristics
The trend in the compressive strength behaviour and
permeability are inversely related, for all the range of binder
contents (with 10% and 20% replacement of cement by fly ash)
and percentage of fines considered, which is on expected lines
(Figure 10,11 and Figure 13 and 14). Increase in permeable
voids increases the permeability and it is independent of the
binder content in pervious concretes (Figure 13 and 14).
Permeable voids content range from 11.08 to 25.89%,
considering all the range of parameters considered in this study.
It is seen that the above range is 75% to 91% of the
corresponding total voids, obtained in this study and the above
fact can be considered as an advantage for various applications
of pervious concrete.
Figure 12. Permeability of pervious fly ash - cement concrete for various binder contents (two levels of fly ash replacement)
and percentage of fines.
Figure 13. Effect of permeable voids on the permeability of pervious fly ash- cement concretes
(with 10% replacement of fly ash).
0.000
0.500
1.000
1.500
10 20 10 20 10 20 10 20
0 5 10 15
Perm
eab
ilit
y (
cm
/sec
)
Percentage of fines and percentage of fly ash
400
350
300
250
Fly ash %
Fines %
y = 0.0596x - 0.3662R² = 0.865
0
0.2
0.4
0.6
0.8
1
1.2
1.4
10 15 20 25 30
Perm
eabili
ty (
cm
/s)
Permeable void (%)
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International Journal of Applied Engineering Research ISSN 0973-4562 Volume 12, Number 8 (2017) pp. 1598-1609
© Research India Publications. http://www.ripublication.com
1607
Figure 14. Effect of permeable voids on the permeability of pervious fly ash- cement concretes
(with 20% replacement of fly ash).
CONCLUSIONS
The actual compressive strength of pervious fly ash - cement
concrete with no fines, ranges from 5.70 to 8.83 MPa (at 28
days) for binder contents ranging from 250 to 400 kg/m3 and
the above strength range achieved has potential applications for
use as a typical sub-base / base layer in flexible pavement,
especially, in Indian conditions. Replacement of cement up to
20% by fly ash has reduced the above compressive strength
range only marginally, and therefore it still has potential
applications in flexible and rigid pavements, after improvement
in the above strength by various established methods. However,
if a minimum binder content of 300 kg/m3 is used in pervious
fly ash - cement concrete with 10% and 15% fines, then, it can
be used for DLC as a sub - base in a rigid pavement, satisfying
Indian standard code provisions. Addition of fine aggregates
(ranging from 5 to 15%) has increased the compressive strength
of pervious fly ash - cement concretes, ranging from ‘marginal’
to ‘high’. Strength behaviour of flexural and split- tensile
strength is similar to that of the corresponding compressive
strength behaviour of pervious fly ash - cement concrete, for all
the parameters and their ranges considered in this study.
Replacement of class C fly ash has resulted in reduction of total
voids, which may be attributed primarily to the micro - filler
effect of fly ash. There is a reduction of about 12 - 16% in the
permeability of fly ash - cement pervious concretes,
considering all the effect of no fines and fines in the above two
systems.
ACKNOWLEDGEMENT
The authors would like to acknowledge the support and
cooperation extended by the Department of Civil Engineering,
Pondicherry Engineering College, Pondicherry, India, to carry
out this work.
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ABOUT THE AUTHOR
Uma Maguesvari, M, is a Research scholar in the Department
of Civil Engineering Pondicherry Engineering College,
Pondicherry, India. Her research interest is in pervious
concrete and its characterization. Her teaching experience in
the similar field for more than 10 years.
Dr. Sundararajan, T, is currently Professor of Civil
Engineering at Pondicherry engineering college, Pondicherry,
India. He has a total of over 38 years of experience covering
all facets of civil engineering. He earned his Ph.D. from Indian
Institute of Technology, Madras. His areas of research
interests include: water resources engineering, computer
applications in civil engineering, construction management.
He has made extensive/overseen studies in the areas of natural
fibre cementitious composites, fly ash activation and
applications and in general in the area of supplementary
cementitious materials and applications.