1. The document discusses pervious concrete, which is a type of porous concrete that allows water to drain through it. It summarizes research into using recycled materials like concrete, palm oil clinker, and rubber tires as replacements for coarse aggregates in pervious concrete. 2. Recycled concrete aggregate can replace up to 50% of coarse aggregates without significantly compromising strength or permeability. However, pervious concrete made with recycled concrete aggregate tends to have lower strength and higher permeability. 3. Palm oil clinker is a waste product that can replace normal gravel aggregates due to its lightweight and porous properties. Pervious concrete made with palm oil clinker has lower density, strength, and durability. 4

1. PERVIOUS CONCRETE TOWARDS SUSTAINABLE CONSTRUCTION
ABSTRACT
This paper summarises the research programme focused on the evaluate properties of
performance in pervious concrete by using the coarse aggregate and recycled materials as a
coarse aggregate replacement. The objective of this research is the use of pervious concrete for
sustainable construction activities continues to rise due to its several environmental benefits. An
ecologically friendly of pervious concrete can be taken a step further by recycling materials are
pleasing in construction, in this report were considered in the experiments are recycled concrete,
Biomass Aggregate (Palm Oil Clinker) and recycled rubber tyres into the mix design. The
researcher uses recycled materials as an aggregate replaces is economical for construction and
minimizes the need for disposal by reducing dumping at landfills, towards increase the green
concrete product in civil engineering construction. An engineered pervious concrete used for
controlling stormwater management. The physical and mechanical properties of pervious
concrete are briefly discussed.
1.0 INTRODUCTION OF PERVIOUS CONCRETE
Pervious concrete can be another name as porous concrete or no fine aggregate. Bradley J.
Putman et al (1) was reported that several numbers of alternative names for pervious concrete,
such as concrete mixture comprised of Portland cement, controlled amounts of water, uniformly
graded aggregate, little or no sand and sometimes other additives. Beeldens et al (2) studied the
compressive, tensile and flexural strength of pervious concrete mixtures tends to be lower than
conventional due to the high void ratio and lack of fine aggregate. Tennis et al (3) report that
pervious concrete has been used for a surprising number application, which is low-volume
pavements, parking lots, sidewalks and pathways, pavement edge drains, noise barriers and slope
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2. stabilization. Malhotra (4) reported many pavements are applied for pervious concrete in United
State. It also has been used as a structural material in Europe (i.e wall for two-story houses). One
of the benefit from pervious concrete is the initial cost of pervious installation in pavement may
be slightly higher, pervious concrete in the long run due to its superior durability and strength
was researched by Tennis et al (3)
Figure 1: Flow Rate Test on Pervious Concrete
2.0 HISTORY OF PERVIOUS CONCRETE
Pervious concrete had its earliest beginnings in Europe. Folwer (5) reported that the first known
use was in 1852 on the Isle of Wight for 300 to 350mm thick walls for homes. Accordance with
Wikipedia, pervious concrete became popular again in the 1920’s as one of the main construction
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3. material for double storey homes in Scotland and England. Folwer (5) reported that before and
after World War II there was widespread use in residential construction in the UK and other parts
of Europe. One British firm constructed over 250,000 homes using pervious concrete. In the mid-
1960s and experimental road was constructed in England in which an 200mm conventional
concrete pavement was overlaid with a 50mm bonded pervious concrete overlay. The first
reported use in the U.S. was in the early 1970s in Florida.
3.0 COARSE AGGREGATE
Bhutta M.A. et al (6) studied the uses different size of aggregate in pervious concrete and the
resulted different properties. They use a small size of aggregate (2.5-5mm) in pervious concrete,
low total void ratio, high compressive strength, high flexural strength and low coefficient of
permeability. Fowler (5) experimented pervious concrete uses a single size aggregate were low
strength and very good permeability. Schaefer et al (8) reported that the single-sized coarse
aggregate (No.4 sieve) and a water to cement ratio ranging from 0.27 to 0.43. The typical 28-day
compressive strength ranges from 5.6 to 21.0 MPa, with void ratios ranging from 14 to 31 %, and
permeability coefficient varies from 0.25 to 6.1 mm/s investigated by Schaefer et al (8).
Neville and Brooks (7) investigated typical pervious concrete in compressive strength between
1.4MPa and 14MPa, depending mainly on the density. They reported the shrinkage in pervious
concrete lower than normal concrete because the contraction is restrained by the large volume of
aggregate relative to the paste. The typical pervious concrete mix consists of 180–355 kg/m3 of
binder material, 1420–1600 kg/m3 of coarse aggregate and water to cement ratio ranged from
0.27 to 0.43. Yang and Jiang (9) suggested using appropriately selected aggregate, adding a fine
aggregate and organic intensifiers, and optimizing the mix proportion to improve the strength and
abrasion resistance of pervious concrete.
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4. Table 1: Pervious Concrete Properties from the Literature (Schaefer et al)
28-day
Void Unit Flexural
Permeability Compressive Reference
Ratio Weight Strength
Strength
(%) (kg/m3) (mm/s) (MPa) (MPa) -
United States
1602 to 1.03 to Tennis et al,
15 to 25 2.03 to 5.33 5.52 to 20.68
2002 3.79 2004
2.50 to Olek et al,
15 to 35 NA NA NA
3.90 2003
International
Beeldens et
19 NA NA 26.00 4.40
al, 2003
1890 to 17.60 to 3.87 to Beeldens,
20 to 30 NA
2082 32.06 5.69 2001
Tamai and
NA NA NA 19.00 NA Yoshida,
2003
4.18 to Kajio et al,
11 to 15 NA 0.25 to 3.70 NA
7.48 1998
11.00 to Park and Tia,
18 to 31 NA NA NA
25.00 2004
NA = Nil
Figure 2: Effect of Different Curing Period on Compressive and Flexural Strengths due to
Conventional Pervious Concrete (CPC) and High Performance Pervious Concrete (HPPC) are
resulted by Bhutta et al
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5. 3.1 Chemical Admixtures
The used of high water reducing admixtures such as superplasticizers are to create flowing
concrete with very high slumps in the range of 175mm to 225mm and to produce high-strength
concrete at water-cement ratios in the range 0.30 to 0.40 researched by Mindess and Young (10).
Bhutta et al (8) studied uses superplasticizers (density 1.06g/cm3) and thickening (cohesive)
agent (water-soluble cellulose based polymer powder, density 2.40g/cm3) as chemical admixtures
in pervious concrete, the result is good/excellent in workability performance.
Figure 2: Slump and Slump Flow of Conventional Pervious Concrete (CPC) and High
Performance Pervious Concrete (HPPC) by Bhutta et al
4.0 RECYCLED MATERIAL
4.1 Recycled Concrete Aggregate (RCA)
Suraya Hani et al (11) investigated the recycled aggregate used from crushed waste concrete
cubes. It is then compared with normal aggregate of crushed granite. The physical properties for
both of the aggregates are as illustrated in Table 1. This is because of loose paste existence in RA
researched by Tam V.W.Y (12). According to Chen H.J. et. al. (13) RCA has immense porosity
that will result to higher water absorption of the aggregate.
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6. Table 2: Physical Properties of Aggregate (Suraya Hani et al)
Aggregate Properties Natural Aggregate Recycled Aggregate
Specific Gravity in SDD condition 2.48 2.39
Aggregate Impact Value (%) 17.6 36.3
Water Absorption (%) 0.83 3.34
Berry et al (14) and Rizyi et al (15) experimented that increased percent of recycled concrete
aggregate in pervious concrete both compressive strength and permeability generally decreased.
Additionally, the quality of concrete with RCA depends on the quality of the recycled material
used. Salem and Burdette (16) studied that original concrete mixed with a large amount of
cement retains some binding abilities, particularly when the carbonated carbonated zone is not
deep. They suggested using a silica fume or fly ash as activated admixtures.
Rizvi et al (15) experimented that increasing RCA content led to a decrease in compressive
strength, an increase in permeability, and an increase in void ratio. The density of RCA is
typically lower compared to natural aggregate reported by ACI Committee 555 (17). This is a
result of RCA also consisting low density paste and high absorbent of water than natural
aggregate because the cement paste has a high affinity for water. ACI Committee 555 (17)
reported that contaminants found in recycled concrete degrade its strength which is plaster, soil,
wood, gypsum, asphalt, plastic or rubber.
Etxeberria et al. (18) studied concrete made with recycled coarse aggregates obtained from
crushed concrete. He found that good quality RCA will have properties similar to those that
define good quality natural aggregate. Since recycled aggregates are composed of original
aggregates and cement paste, which is typically weaker than the original aggregate, it is desired
to remove as much hardened cement paste as possible. Etxeberria et al. (18) found concrete made
with RCA is less workability than conventional concrete. He experimented that typically needs 5%
more water than conventional concrete to obtain the same workability. Berry et al (14) resulted
indicate that up to 50% substitution of course aggregate can be used in pervious concrete without
compromising strength and hydraulic conductivity significantly.
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7. Sriravindrarajah R. et al (19) generated the equations could be used for the mix design of
pervious concrete with either natural or recycle concrete aggregate.
For natural aggregate: f n =70.2 e-0.066P
For recycled concrete aggregate: f r =22.2 e-0.052P
Where fn and fr are the 28 days compressive strength of natural and recycled pervious concrete,
respectively and P is the porosity of the pervious concrete mix.
The relationship between permeability (PC) and porosity (P) is not affected by the aggregate type
and given by PC = 1.93 e 0.0755P
Figure 3: Density by Recycled Concrete Aggregate (Berry et al)
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8. Figure 4: Relationship Between Compressive Strength and Density of the Pervious Concrete Mix
Design From the Literature and Berry (Berry at al)
Figure 5: Relationship Between Hydraulic Conductivity and Density of the Pervious Concrete
Mix Design from the Literature and Berry (Berry at al)
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9. Figure 6: Relationships among porosity, strength and permeability for pervious concrete.
(Sriravindrarajah R et al)
4.2 Biomass Aggregate - Palm Oil Clinker (POC)
Malaysia is the second largest producer of palm oil and in the process produces a waste by-
product, known as clinker. Abdullahi et al (20) reported the palm oil clinker is obtained from by-
product of palm oil mill, the palm oil shell together with the husk, which has been squeezed, were
used as burning fires in the furnace. After burning for 4 hours at 400 C, porous lumps are formed.
They investigated the properties of fine and coarse palm oil clinkers are shown in Table 3.
Table 3: Properties of Fine and Coarse Palm Oil Clinkers (Abdullahi et al)
Aggregate Properties Fine Palm Oil Clinker Coarse Palm Oil Clinker
Specific Gravity 1.75 1.73
Absorption-SDD (%) 14.29 5.39
Bulk Density (kg/m3) 1122.10 793.14
Voids in Aggregate (%) 35.75 54.06
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10. Omar and Mohamed (21) studied the characteristics of palm oil clinker aggregate are lightweight,
porous and irregular in shape, and thus having low values of bulk density and specific gravity.
Kamaruddin (22) was found the clinker suitable to replace normal gravel aggregate in concrete
mixtures. Noor Mahomed (23) reported since palm oil clinker are abundant and have small
commercial value in Malaysia, attempts have been made to utilize these materials as lightweight
aggregate in the concrete construction industry. Arthur Chan (24) experimented the higher
porosity achieved through the addition of POC aggregate contributes to reduction in density in
pervious concrete. He was resulting compressive strength of pervious concrete reduced
significantly and a constant decrease in flexural tensile strength and splitting tensile strength for
the increase of the POC aggregate content. Figure 7, 8 and 9 are shown the mechanical properties
of POC aggregate in pervious concrete.
Figure 7: Relationship between Porosity and POC Aggregate Content (Arthur Chan)
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11. Figure 8: Relationship between Compressive Strength and Curing Time (Arthur Chan)
4
3.5
3
Strength (MPa)
2.5
2
Tensile Strength
1.5 Flexural Strength
1
0.5
0
0 5 10 15 20
POC Aggregate Content (%)
Figure 9: Relationship between Flexural and Tensile Strength and POC Aggregate Content
(Arthur Chan)
Page 11 of 23

12. 4.3 Recycled Rubber Tyres
Thiruvangodan (25) was reported the number of motorcar waste tyre generated annually in the
Malaysia was estimated to be 8.2 million or approximately 57,391 tonnes. About 60% of the
waste tyres are disposed via unknown routes. Abrham (26) reported recycled tyres possess
properties that make them very suitable for use as an alternative to primary and secondary
aggregates in a number of different applications. Groom et al (27) investigated the numerous
techniques and technologies available for processing recycled tyres are enumerated below:-
1. Shredding and Chipping: This is mechanical shredding of the tires first in to bigger sizes
and then into particles of 20 – 30 mm in size.
2. Crumbing: It is the processing of the tire into fine granular or powdered particles using
mechanical or cryogenic processes. The steel and fabric component of the tires are also
removed during this process.
Cairns et al (28) was suggested that that the rougher the rubber aggregate used in concrete
mixtures the better the bonding developed between the particles and the surrounding matrix, and
therefore the higher the compressive strength achieved. Yunping Xi et al (29) suggested that an 8 %
silica fume pretreatment on the surface of rubber particles could improve properties of rubberized
mortars. Cairns et al (28) suggested a much larger improvement in compressive strength (about
57%) was obtained when rubber aggregates treated with carbon tetrachloride (CCL4) were used.
Kaloush K.E. et al (30) also noted that the compressive strength decreased as the rubber content
increased. Abrham (26) reported recycled rubber tires into concrete significantly increased the
slump and workability. The general density reduction was to be expected due to the low specific
gravity of the rubber aggregates with respect to that of the natural aggregates.
5.0 MECHANICAL PROPERTIES
The fresh properties of the pervious concrete mixtures were assessed according to BS EN 12350–
2:2009: Testing fresh concrete – Part 2: Slump test and testing fresh concrete – Part 6: Density
Page 12 of 23

13. 5.1 Void Ratio Test
JCI Test Method (Report on Eco-Concrete Committee for Void Ratio of Porous Concrete (draft))
was employed to determine the total void ratio of porous concrete cylinders ( 10x 20 cm). Three
specimens for each type of porous concrete were tested to calculate the mean value. The total
void ratio was obtained by dividing the difference between the initial mass (M1) of the cylinder
specimen in the water and the final mass (M2) measured following air drying for 24 h with the
specimen volume (V), where as ρM is the density of water. The equation used to obtain total void
ratio (A) is as follows:
Farhayu (31) experimented the void ratio test are followed by JCI Test Method and Figure 10 are
show the flow chart of test method. Figure 11 is shown test equipment.
Demould Speciment
Measure the Volume of Specimens, V1
Saturate Speciment in Water for 24 H
Measure the Mass in Water, M1
Measure the Volume of Specimens, M2 after Leaving Specimens to
Stand for (20 C60%RH)
Calculate the Total Void Ratio, A = 1 - [(M2-M1)/ρM/V]x100
Figure 10: Flow Chart of Void Ratio Test Method (Farhayu)
Page 13 of 23

14. Figure 11: Method of Void Ratio Test (a) Equipment (b) Weight Concrete In Water
Experimented by Farhayu
The average void ratio of pervious concrete specimens (cubes and cylinders) was evaluated
using an apparatus described in BS EN 12390–7:2009 and calculated by
where, W1 is the weight of specimen submerged under water (kg), W2 the weight of specimen at
a saturated surface dry conditions (kg), V the volume of specimen (m3), is the density of water
in (kg/m3).
5.2 Permeability Test
Darcy’s Law for laminar flow is not applicable to pervious concrete that is high porosity. A
method of head permeability measurement was developed by Huang et al (32) for pervious
asphalt mixture (similar to pervious concrete in permeability) was used to obtain the pseudo-
coefficient of permeability of pervious concrete mixtures.
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15. Figure 12: Permeability Test Setup and Sample (Huang et al)
Two pressure transducers installed at the top and bottom of the specimen give accurate readings
of the hydraulic head difference during the test. Automatic data acquisition makes continuous
reading possible during a falling head test so that the test can be conducted even at very high flow
rate, such as in pervious concrete. The specimen is placed in an aluminum cell. Between the cell
and the specimen is an anti-scratch rubber membrane that is clamped tightly at both ends of the
cylindrical cell. A vacuum is applied between the membrane and the cell to facilitate the
installation of the specimen. During the test, a confining pressure of up to 103.5 kPa is applied on
the membrane to prevent short-circuiting from the specimen’s side. The top reservoir tube has a
diameter of 57 mm and a length of 914 mm. The cylindrical specimen has a diameter of 152 mm
and a height of 76 mm. Huang et al (32) studied hydraulic head difference vs. time curve
obtained from the two pressure transducers:
H=a0 + a1t+ a2t2
Where, a0, a1 and a2 are regression coefficients.
Then, differentiate equation,
Page 15 of 23

16. Where 1 and 2 are regression coefficients for differential equation of head and time therefore,
the discharge velocity is expressed as:
where A1; A2; r1; r2 are the cross section areas and radius of upper cylindrical reservoir and the
specimen.
The permeabilities of 95 mm diameter×150 mm long pervious concrete cylinders were
determined using a falling head permeameter shown in Fig. 13, the details of which have been
extensively published by ACI522R (33), Neithalath (34) and Neithalath et al (35). Water was
allowed to pass through the specimen enclosed in a latex membrane, and the time (t) required for
water to fall from a head of h1 to h2 in the tube above the specimen was noted. Based on the
areas of cross sections of specimen and the tube (A1 and A2 respectively), and the specimen
length L, the hydraulic conductivity K (in m/s) can be calculated according to Darcy’s law as:
The hydraulic conductivity, K (in m/s) can be converted to intrinsic permeability (k) using the
density (1000 kg/m3) and viscosity (10−3 Pa.s) of water, and the acceleration due to gravity
(9.8m/s2).
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17. Figure 13: Falling head permeameter for permeability measurements of pervious concretes
(Narayanan et al)
Amanda et al (36) was studied there is no standardized method of measuring permeability for
pervious concrete. A modification of the method outlined in ACI522R-06 was adopted to test the
permeability of each sample. A ‘permeameter’ has been constructed (as shown in Figure 14),
which is composed of two parts; an encapsulating cylinder and flow pipe. An ultrasonic flow
velocity meter is located at the base of the flow-generating pipe, which measures the flow in m/s
with the use of clamp-on sensors that employ ultrasonic frequency technology injected transit-
time method.
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18. Figure 14: Preliminary Apparatus and Hand-Held Device Sensors (Amanda et al)
5.3 Compressive Strength Test
Compressive strength testing was performed at 7, 21, and 28-days according to ASTM C39. The
specimen is cylinders of 100 mm (4 in.) in diameter and 200 mm (8 in.) in length.
The compressive strength of cubic specimens BS EN 12390–3:2009
5.4 Flexural Strength Test
According to ASTM C78, the flexural testing was performed at 28-day, the size of the beam is
152x152x508mm and the loading rate is between 0.0142 and 0.020 MPa.
According to the BS1881:Part118:1983, the preferred size of beam is 150x150x750mm but,
when the maximum size of aggregate is less than 25mm 100x100x500mm beam may be used.
The beams are tested on their side in relation to the as-cast position, in moist condition, at a rate
of increase in stress in bottom fibre of between 0.02 and 0.10 MPs/s, the lower rate being for low
strength concrete and the higher rate for high strength concrete.
Page 18 of 23

19. 6.0 SUSTAINABLE OF PERVIOUS CONCRETE
According to the Aggregate Industries (40), EmeraldTM Series reported that pervious concrete are
made for sustainable concrete shown in Table 4.
Table 4: LEED Credits for Emerald Series’ Pervious Concrete
Emerald LEED Credits
Environmental LEED
SeriesTM Product Contributes
Attributes Category
Products To
Pervious Improved run-off water Sustainable SS 6.1 Stormwater
Concrete quality Sites Design – Quality
Reduced water Control (1 Point)
retention requirement SS 6.2 Stormwater
Increased site Design – Quality
sustainability Control (1 Point)
SS: Sustainable Sites
ACKNOWLEDGEMENTS
Any accomplishment requires the effort of many people and there is no exceptions. First and
foremost, I have contributed a part of the Concrete Vision that is pervious concrete. My sincere
gratitude goes to PM Dr Lee Yee Loon, lecture of the subject BFS 4063 Concrete Technology
for performing the greatest opportunity in this project.
Page 19 of 23

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23. 39. British Standards Institution (2009), Testing hardened concrete – Part 3: Compressive
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