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

Page 1 of 23

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

Page 2 of 23

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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Table 1: Pervious Concrete Properties from the Literature (Schaefer et al)

VoidRatio

Unit Weight

Permeability28-day

CompressiveStrength

Flexural Strength

Reference

(%) (kg/m3) (mm/s) (MPa) (MPa) -United States

15 to 251602 to

20022.03 to 5.33 5.52 to 20.68

1.03 to 3.79

Tennis et al, 2004

15 to 35 NA NA NA2.50 to

3.90Olek et al,

2003International

19 NA NA 26.00 4.40Beeldens et

al, 2003

20 to 301890 to

2082NA

17.60 to 32.06

3.87 to 5.69

Beeldens, 2001

NA NA NA 19.00 NATamai and Yoshida,

2003

11 to 15 NA 0.25 to 3.70 NA4.18 to

7.48Kajio et al,

1998

18 to 31 NA NA11.00 to

25.00NA

Park and Tia, 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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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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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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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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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)

Page 8 of 23

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 400C, 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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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)

Page 10 of 23

Figure 8: Relationship between Compressive Strength and Curing Time (Arthur Chan)

0 2 4 6 8 10 12 14 16 18 200

0.5

1

1.5

2

2.5

3

3.5

4

Tensile StrengthPower (Tensile Strength)Flexural StrengthLogarithmic (Flexural Strength)Logarithmic (Flexural Strength)

POC Aggregate Content (%)

Str

engt

h (

MP

a)

Figure 9: Relationship between Flexural and Tensile Strength and POC Aggregate Content

(Arthur Chan)

Page 11 of 23

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

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:

A (% )=1−((M 2−M 1)/ ρ MV ) x100

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.

Figure 10: Flow Chart of Void Ratio Test Method (Farhayu)

Page 13 of 23

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 (20C60%RH)

Calculate the Total Void Ratio, A = 1 - [(M2-M1)/ρM/V]x100

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

Void Ratio=1−((W 2−W 1)V ρ ) x100

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), ρ 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.

Page 14 of 23

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,

dhdt

=α 1+α2 t

Page 15 of 23

Where 𝛼1 and 𝛼2 are regression coefficients for differential equation of head and time therefore,

the discharge velocity is expressed as:

v=dQdt

=A1

A2

dhdt

=r1

2

r 22

dhdt

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:

K=A1

A2

Lt

ln ( h2

h1)

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).

Page 16 of 23

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.

Page 17 of 23

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

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

SeriesTM

Products

Environmental

Attributes

LEED

Category

LEED Credits

Product Contributes

To

Pervious

Concrete

Improved run-off water

quality

Reduced water

retention requirement

Increased site

sustainability

Sustainable

Sites

SS 6.1 Stormwater

Design – Quality

Control (1 Point)

SS 6.2 Stormwater

Design – Quality

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.

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Page 19 of 23

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