CAN BE USED 100% IN LESS GROUND WATER AREAS!!!!!

1. 1
EFFECT OF MATERIAL PROPORTIONS ON THE ENGINEERING
PROPERTIES OF PERVIOUS CONCRETE
A Project work submitted to the
Faculty of Civil Engineering, Kakatiya University.
In partial fulfilment of the requirements for the award of the degree of
BACHELOR OF TECHNOLOGY
IN
CIVIL ENGINEERING
BY
V SHIVA PRAKASH (10016T0033)
N MANOHAR (10016T0031)
K RAJESH (10016T0052)
B RAHUL (10016T0054)
Under the guidance of
Sri N.SRIKANTH
Assistant Professor, Dept. of Civil Engineering
Department of Civil Engineering
KAKATIYA INSTITUTE OF TECHNOLOGY & SCIENCE
WARANGAL-506015
2013-2014

2. 2
KAKATIYA INSTITUTE OF TECHNOLOGY & SCIENCE
WARANGAL-506015
Department of Civil Engineering
CERTIFICATE
This is to certify that the project work entitled “DEVELOPMENT OF
PERVIOUS CONCRETE” is the bonafied work carried out by V.Shiva Prakash,
N.Manohar, K.Rajesh, B.Rahul bearing roll numbers 10016T0033, 10016T0031,
10016T0052, 10016T0054 respectively, in partial fulfilment of the requirements for the
award of the Degree of Bachelor of Technology from Kakatiya University during the
academic year 2013-2014, under our guidance and supervision
sri N Srikanth prof. S.G.Narayana Reddy
Assistant Professor Head of the department

3. 3
ACKNOWLEDGEMENT
We would like to express our deep sense of gratitude to our project guide
Sri.N.SRIKANTH, Assistant Professor, Dept. of CE, KITS, Warangal, who has guided
our work with scholarly advice and meticulous care. He had shown keen interest and
personal care at every stage of our project. We consider it as our privilege to have worked
under his guidance.
We are profoundly thankful to Project Coordinator Sri E. Maheshwar
Reddy, Associate professor, Dept. of CE for his moral support and to Sri S.G. Narayana
Reddy, Professor & Head, Dept. of CE for his cooperation and encouragement.
We wish to express our sincere thanks to Dr. K. Ashoka Reddy, Principal
KITS Warangal for his kind gesture and support. We are indebted to the Management of
Kakatiya Institute of Technology and Science, Warangal, for providing the necessary
infrastructure and good academic environment in an endeavour to complete the project.
We would like to acknowledge the faculty of Civil Engineering Department
and non-teaching staff.
V.SHIVA PRAKASH
N.MANOHAR
K RAJESH
B RAHUL

4. 4
ABSTRACT
Pervious concrete is a special type of concrete with high porosity
used for concrete flat work applications that allow water from precipitation
and other sources to pass directly through, thereby reducing the runoff
from a site and allowing ground water recharge. This porosity is attained
by a highly interconnected void content. Typically pervious concrete has
little or no fine aggregate and has just enough cementing paste to coat the
coarse aggregate particles while preserving the interconnectivity of the
voids.
Pervious concrete is traditionally used in Parking areas, areas with
high traffic, walk ways in parks and gardens, Residential streets,
Pedestrian walkways and Green houses, Basket ball and volley ball courts
etc.
Pervious concrete is an important application for the sustainable
construction and is one of many low impact development techniques used
by builders to protect water quality.

5. 5
CONTENTS
1. INTRODUCTION 06
2. MATERIALS USED 10
3. LITERATURE REVIEW 19
4. PROPERTIES 24
5. DESIGN CRITERIA 26
6. SPECIFIC DESIGN CONSIDERATIONS AND LIMITATIONS 29
7. CONSTRUCTION 31
8. MAINTENANCE 35
9. COST 37
10. EXPERIMENTAL VALUES 38
11. CONCLUSIONS AND RESULTS 41
12. PERVIOUS CONCRETE IN INDIA 42
13. REFERENCES 43

6. 6
CHAPTER 1
INTRODUCTION
Pervious concrete which is also known as the no-fines, porous, gap-
graded, and permeable concrete and enhance porosity concrete has been
found to be a reliable storm water management tool . By definition,
pervious concrete is a mixture of gravel or granite stone, cement, water,
little to no sand (fine aggregate) with or without admixtures. When
pervious concrete is used for paving (Figure 1), the open cell structures
allow storm water to filter through the pavement and into the underlying
soils. In other words, pervious concrete helps in protecting the surface of
the pavement and its environment.
As stated above, pervious concrete has the same basic constituents as
conventional concrete that is, 15% -30% of its volume consists of
interconnected void network, which allows water to pass through the
concrete. Pervious concrete can allow the passage of 3-5 gallons (0.014 -
0.023m3) of water per minute through its open cells for each square foot
(0.0929m2) of surface area which is far greater than most rain
occurrences. Apart from being used to eliminate or reduce the need for
expensive retention ponds, developers and other private companies are
also using it to free up valuable real estate for development, while still
providing a paved park.
Figure 1: Polish surface of a pervious concrete pavement (Source: Mary
et al, 2010) International Journal of Engineering and Technology (IJET) –
IJET Publications UK.

7. 7
Pervious concrete is also a unique and effective means to address
important environmental issues and sustainable growth. When it rains,
pervious concrete automatically acts as a drainage system, thereby putting
water back where it belongs. Pervious concrete is rough textured, and has
a honeycombed surface, with moderate amount of surface raveling which
occurs on heavily travelled roadways (Concrete network, 2009). Carefully
controlled amount of water and cementitious materials are used to create
a paste (Dan, 2003). The paste then forms a thick coating around
aggregate particles, to prevent the flowing off of the paste during mixing
and placing. Using enough paste to coat the particles maintain a system
of interconnected voids which allow water and air to pass through. The
lack of sand in pervious concrete results in a very harsh mix that
negatively affects mixing, delivery and placement. Also, due to the high
void content, pervious concrete is light in weight (about 1600 to
1900kg/m3). Pervious concrete void structure provides pollutant captures
which also add significant structural strength as well. It also results in a
very high permeable concrete that drains quickly.
Pervious concrete can be used in a wide range of applications, although
its primary use is in pavements which are in: residential roads, alleys and
driveways, low volume pavements, low water crossings, sidewalks and
pathways, parking areas, tennis courts, slope stabilisation, sub-base for
conventional concrete pavements etc.
Pervious concrete system has advantages over impervious concrete in that
it is effective in managing run-off from paved surfaces, prevent
contamination in run-off water, and recharge aquifer, repelling salt water
intrusion, control pollution in water seepage to ground water recharge
thus, preventing subterranean storm water sewer drains, absorbs less
heat than regular concrete and asphalt, reduces the need for air
conditioning. Pervious concrete allows for increased site optimization

8. 8
because in most cases, its use should totally limit the need for detention
and retention ponds, swales and other more traditional storm water
management devices that are otherwise required for compliances with the
Federal storm water regulations on commercial sites of one acre or more.
By using pervious concrete, the ambient air temperature will be reduced,
requiring less power to cool the building. In addition, costly storm water
structures such as piping, inlets and ponds will be eliminated.
Construction scheduling will also be improved as the stone recharge bed
will be installed at the beginning of construction, enhancing erosion
control measures and preventing rain delays due to harsh site conditions.
Apparently, when compared to conventional concrete, pervious concrete
has a lower compressive strength, greater permeability, and a lower unit
weight (approximately 70% of conventional concrete). However, pervious
concrete has a greater advantage in many regards. Nevertheless, it has its
own limitations which must be put in effective consideration when
planning its use. Structurally when higher permeability and low strength
are required the effect of variation in aggregate size on strength and
permeability for the same aggregate cement ratio need to be investigated.

9. 9
Figure:1
Figure:2

10. 10
CHAPTER 2
MATERIALS USED
2.1 Constituents of concrete
If a concrete is to be suitable for a particular purpose, it is necessary to
select the constituent materials and combine them in such a manner as
to develop the special qualities required as economical as possible. The
selection of materials and choice of method of construction is not easy,
since many variables affect the quality of the concrete produced, and both
quality and economy must be considered.
The characteristics of concrete should be evaluated in relation to the
required quality for any given construction purpose. The closest
practicable approach to perfection in every property of the concrete would
result in poor economy under many conditions, and the most desirable
structure is that in which the concrete has been designed with the correct
emphasis on each of the various properties of the concrete, and not solely
with a view to obtaining of maximum possible strength.
2.1.1 Cement
Cement is a key to infrastructure industry and is used for various
purposes and also made in many compositions for a wide variety of uses.
Cements may be named after the principal constituents, after the intended
purpose, after the object to which they are applied or after their
characteristic property.
Cement used in construction are sometimes named after their commonly
reported place of origin, such as Roman cement, or for their resemblance
to other materials, such as Portland cement, which produces a concrete
resembling the Portland stone used for building in Britain. The term
cement is derived from the Latin word Caementum, which is meant stone

11. 11
chippings such as used in Roman mortar not-the binding material itself.
Cement, in the general sense of the word, described as a material with
adhesive and cohesive properties, which make it capable of bonding
mineral fragments in to a compact whole. The first step of reintroduction
of cement after decline of the Roman Empire was in about 1790, when an
Englishman, J. Smeaton, found that when lime containing a certain
amount of clay was burnt, it would set under water. This cement
resembled that which had been made by the Romans. Further
investigations by J. Parker in the same decade led to the commercial
production of natural hydraulic cement
Chemical compounds of Portland cement
The raw material used in the manufactures of Portland cement comprises
four principal compounds. These compounds are usually regarded as the
major constituents of cement and tabulated with their abbreviated
symbols
Table 2.1 Typical composition of ordinary Portland cement
Name of compound Oxide Abbreviation
Composition
Tricalcium Silicate 3CaO.SiO2 C3S
Dicalcium Silicate 2CaO.SiO2 C2S
Tricalcium aluminate 3CaO.Al2 O3 C3A
Tetracalcium
aluminoferrite
4CaO.Al2O3.Fe2O
3 C4AF

12. 12
These compounds interact with one another in the kiln to form a series of
more complex products. Portland cement is varied in type by changing the
relative proportions of its four predominant chemical compounds and by
the degree of fineness of the clinker grinding. A small variation in the
composition or proportion of its raw materials leads to a large variation in
compound composition Calculation of the potential composition of
Portland cement is generally based on the Bogue composition (R.H Bogue).
In addition to the main compounds, there exist minor compounds such as
MgO, TiO2, K2O and Na2O; they usually amount to not more than a few
percent of the mass of the cement. Two of the minor compounds are of
particular interest: the oxides of sodium and potassium, K2O and Na2O,
known as the alkalis. They have been found to react with some aggregates,
the products of the reaction causing disintegration of the concrete and
have also observed to affect the rate of gain of strength of cement.Present
knowledge of cement chemistry indicates that the major cement
compounds have the following properties.
 Tricalcium Silicate, C3S hardens rapidly and is largely responsible
for initial set and early strength development. The early strength of
Portland cement concrete is higher with increased percentages of
C3S.
 Dicalcium Silicate, C2S hardens slowly and contributes largely to
strength increase at ages beyond one week.
 Tricalcium aluminate, C3A liberates a large amount of heat during
the first days of hardening. It also contributes slightly for early
strength development. Cements with low percentages of this
compound are especially resistant to soils and waters containing
sulphates. Concrete made of Portland cement with C3A contents as
high as 10.0%, and sometimes greater, has shown satisfactory

13. 13
durability, provided the permeability of the concrete is low.
 Tetracalcium aluminoferrite, C4AF reduces the clinkering
temperature. It will act as a flux in burning the clinker. It hydrates
rather rapidly but contributes very little to strength development.
Most colour effects are due to C4AF series and its hydrates.The
compounds tricalcium aluminate and tricalcium silicate develop the
greatest heat, then follows tetracalcium aluminoferrite, with
dicalcium silicate developing the least heat of all.
2.1.2 Aggregates
2.1.2.1 General
Aggregates were first considered to simply be filler for concrete to reduce
the amount of cement required. However, it is now known that the type of
aggregate used for concrete can have considerable effects on the plastic
and hardened state properties of concrete. They can form 80% of the
concrete mix so their properties are crucial to the properties of concrete.
Aggregates can be broadly classified into four different categories: these
are heavyweight, normal weight, lightweight and ultra-lightweight
aggregates. However in most concrete practices only normal weight and
lightweit aggregates are used. The other types of aggregates are for
specialist uses, such as nuclear radiation shielding provided by
heavyweight concrete and thermal insulation using lightweight concrete.
2.1.2.2 Classification of aggregates
The alternative used in the manufacture of good quality concrete, is to

14. 14
obtain the aggregate in at least two size groups, i.e.:
1)fine aggregate often called sand not larger than 5mm in size.
2)course aggregate, which comprises material at least 5mm in size.
On the other hand, there are some properties possessed by the aggregate
but absent in the parent rock: particle shape and size, surface texture,
and absorption. All these properties have a considerable influence on the
quality of the concrete, either in fresh or in the hardened state.
It has been found that aggregate may appear to be unsatisfactory on some
count but no trouble need be experienced when it is used in concrete
2.1.2.3 Aggregate properties
By selecting different sizes and types of aggregates and different ratios of
aggregate to cement ratios, a wide range of concrete can be produced
economically to suit different requirements. Important properties of an
aggregate which affect the performance of a concrete are discussed as
follows:
2.1.2.3.1 Sampling
Samples shall be representative and certain precautions in sampling have
to be made. No detailed procedures can be laid down as the conditions
and situations involved in taking samples in the field can vary widely from
case to case. Nevertheless, a practitioner can obtain reliable results
bearing in mind that the sample taken is to be representative of the bulk
of the material. The main sample shall be made up of portions drawn from
different parts of the whole. The minimum number of these portions. In
the case of stockpiles, the sample obtained is variable or segregated, a
large number of increments should be taken and a larger sample should
be dispatched for testing.
2.1.2.3.2 Particle shape and texture
Roundness measures the relative sharpness or angularity of the edges and

15. 15
corners of a particle. Roundness is controlled largely by the strength and
abrasion resistance of the parent rock and by the amount of wear to which
the particle has been subjected. In the case of crushed aggregate, the
particle shape depends not only on the nature of the parent rock but also
on the type of crusher and its reduction ratio, i.e. the ratio of the size of
material fed into the crusher to the size of the finished product. Particles
with a high ratio of surface area to volume are also of particular interest
for a given workability of the control mix.
Elongated and flaky particles are departed from equi-dimensional shape
of particles and have a larger surface area and pack in an isotropic
manner. Flaky particles affect the durability of concrete, as the particles
tend to be oriented in one plane, with bleeding water and air voids forming
underneath. The flakiness and elongation tests are useful for general
assessment of aggregate but they do not adequately describe the particle
shape. The presence of elongated particles in excess of 10 to 15% of the
mass of coarse aggregate is generally undesirable, but no recognized limits
are laid down .Surface texture of the aggregate affects its bond to the
cement paste and also influences the water demand of the mix, especially
in the case of fine aggregate. The shape and surface texture of aggregate
influence considerably the strength of concrete. The effects of shape and
texture are particularly significant in the case of high strength concrete.
The full role of shape and texture of aggregate in the development of
concrete strength is not known, but possibly a rougher texture results in
a larger adhesive force between the particles and the cement matrix.
Likewise, the larger surface area of angular aggregate means that a larger
adhesive force can be developed.
The shape and texture of fine aggregate have a significant effect on the
water requirement of the mix made with the given aggregate. If these
properties of fine aggregate are expressed indirectly by it’s packing, i.e. by
the percentage voids in a loose condition, then the influence on the water
requirement is quite definite. The influence of the voids in coarse aggregate

16. 16
is less definite. Flakiness and shape of coarse aggregates have an
appreciable effect on the workability of concrete.
2.1.2.3.3 Bond of aggregate
Bond between aggregate and cement paste is an important factor in the
strength of concrete, but the nature of bond is not fully understood. Bond
is to the interlocking of the aggregate and the hydrated cement paste due
to the roughness of the surface of the former. A rougher surface, such as
that of crushed particles, results in a better bond due to mechanical
interlocking; better bond is not usually obtained with softer, porous, and
minor logically heterogeneous particles. Bond is affected by the physical
and chemical properties of aggregate. For good development of bond, it is
necessary that the aggregate surface be clean and free from adhering clay
particles .The determination of the quality of bond of aggregate is difficult
and no accepted tests exist. Generally, when bond is good, a crushed
specimen of normal strength concrete should contain some aggregate
particles broken right through, in addition to the more numerous ones
pulled out from their sockets. An excess of fractured particles, might
suggest that the aggregate is too weak .
2.1.2.3.4 Strength of aggregate
The compressive strength of concrete cannot significantly exceed that of
the major part of the aggregate contained. If the aggregate under test leads
to a lower compressive strength of concrete, and in particular if numerous
individual aggregate particles appear fractured after the concrete specimen
has been crushed, then the strength of the aggregate is lower than the
nominal compressive strength of the concrete mix. Such aggregate can be
used only in a concrete of lower strength.
The influence of aggregate on the strength of concrete is not only due to
the mechanical strength of the aggregate but also, to a considerable
degree, to its absorption and bond characteristics. In general, the strength

17. 17
of aggregate depends on its composition, texture and structure. Thus a
low strength may be due to the weakness of constituent grains or the
grains may be strong but not well knit or cemented together.
A test to measure the compressive strength of prepared rock cylinders
used to be prescribed. However, the results of such a test are affected by
the presence of planes of weakness in the rock that may not be significant
once the rock has been comminuted to the size used in concrete.In essence
the crushing strength test measures the quality of the parent rock rather
than the quality of the aggregate as used in concrete. For this reason the
test is rarely used. Crushing value test BS 812: part 105:1990, measures
the resistance to pulverization. The crushing value is a useful guide when
dealing with aggregates of unknown performance, when lower strength
may be suspected. There is no obvious physical relation between this
crushing value and the compressive strength, but the results of the two
tests are usually in agreement.
2.1.2.3.5 Deleterious substances of aggregate
For satisfactory performance, concrete aggregates should be free of
deleterious materials. There are three categories of deleterious substances
that may be found in aggregates: impurities, coatings and weak or
unsound particles.
2.1.2.3.6 Grading of fine and coarse aggregate
The actual grading requirements depend on the shape and surface
characteristics of the particles. For instance, sharp angular particles with
rough surfaces should have a slightly finer grading in order to reduce the
possibility of interlocking and to compensate for the high friction between
the particles
2.1.2.3.6.1 Maximum aggregate size
Extending the grading of aggregate to a larger maximum size lowers the
water requirement of the mix, so that, for a specified workability and

18. 18
cement content, the water /cement ratio can be lowered with a consequent
increase in strength. Experimental results indicated that above the
38.1mm maximum size the gain in strength due to the reduced water
requirement is offset by the detrimental effects of lower bond area (so that
volume changes in the paste cause larger stresses at interfaces) and of
discontinuities introduced by the very large particles. In structural
concrete of usual proportions, there is no advantage in using aggregate
with a maximum size greater than about 25 or 40mm when compressive
strength is a criterion.
. 2.1.4 Water
Water is a key ingredient in the manufacture of concrete. Water used in
concrete mixes has two functions: the first is to react chemically with the
cement, which will finally set and harden, and the second function is to
lubricate all other materials and make the concrete workable . Although it
is an important ingredient of concrete, it has little to do with the quality of
concrete . One of the most common causes of poor-quality concrete is the
use of too much mixing water. Fundamentally “the strength of concrete is
governed by the nature of the weight of water to the weight of cement in a
mix, provided that it is plastic and workable, fully compacted, and
adequately cured”.

19. 19
CHAPTER 3
LITERATURE REVIEW
Portland cement pervious concrete (PCPC) has great potential to reduce
roadway noise, improve splash and spray, and improve friction as a
surface wearing course. A pervious concrete mix design for a surface
wearing course must meet the criteria of adequate strength and durability
under site-specific loading and environmental conditions. To date, two key
issues that have impeded the use of pervious concrete in the United States
are that strengths of pervious concrete have been lower than necessary for
required applications and the freeze-thaw durability of pervious concrete
has been suspect.
A research project on the freeze-thaw durability of pervious concrete mix
designs at Iowa State University (ISU) has recently been completed
(Schaefer et al. 2006). The results of this study have shown that a strong,
durable pervious concrete mix design that will withstand wet, hard- freeze
environments is possible. The strength is achieved through the use of a
small amount of fine aggregate (i.e., concrete sand) and/or latex admixture
to enhance the particle-to-particle bond in the mix. The preliminary results
were reported in Kevern et al. (2005). The recent work has been limited to
laboratory testing and to only a few mixes using two sources of aggregates.
Preliminary laboratory testing has shown the importance of compaction
energy on the properties and performance of the mixes, an issue that has
direct bearing on the construction technique used to place the materials
in the field. Additional laboratory and field testing is necessary to establish
minimum mix design properties and determine optimum construction
techniques.

20. 20
A recent study at Purdue University (Olek et al. 2003) has shown that
pervious concrete (termed enhanced porosity concrete in the Purdue
University study) can reduce tire-pavement interaction noise. Tests
conducted in Purdue University’s Tire-Pavement Test Apparatus showed
reduced noise levels above 1,000 hertz (Hz) and some increase in noise
levels below 1,000 Hz. The increased porosity of pervious concrete
increased mechanical excitation and interaction between the tire and
pavement at frequencies below about 1,000 Hz and at frequencies above
about 1,000 Hz; the air pumping mechanics that dominate at such
frequencies are relieved by the increased porosity leading to decreased
high-frequency noise levels. Several pervious concrete pavements have
been constructed in Europe, and pervious concrete has been shown to be
promising in reducing tire-pavement noise and wet weather spray.
A recent European Scan (sponsored by the Federal Highway
Administration/FHWA) indicated that the use of pervious pavements as
friction courses is declining, due to the European preference toward an
exposed aggregate concrete. Also, clogging, raveling, and winter
maintenance were indicated as problem areas. Participants in the Scan
felt that the use of pervious concrete was not given enough time to develop
into a viable paving alternative.
The American experience with pervious concrete is limited. It is important
to ascertain what material elements can be included in the pervious mix
design to address the raveling and clogging issues. If winter maintenance
elements and concerns cannot be overcome, pervious concrete may be able
to be used in warm weather regions. An extensive research program of
laboratory work and field installations is needed to determine the
possibilities for the use of pervious concrete in highway applications.
The National Concrete Pavement Technology Center (National CP Tech
Center) at ISU developed a research project titled “An Integrated Study of

21. 21
Portland Cement Pervious Concrete for Wearing Course Applications.” The
objective of the research was to conduct a comprehensive study focused
on the development of pervious concrete mix designs having adequate
strength and durability for wearing course pavements and having surface
characteristics that reduce noise and enhance skid resistance while
providing adequate removal of water from the pavement surface and
structure. A range of mix designs was used necessary to meet
requirements for wearing course applications. Further, constructability
issues for wearing course sections were addressed to ensure that
competitive and economical placement of the pervious concrete can be
done in the field. Hence, during the evaluation phases, both laboratory
and field testing of the materials and construction were conducted. The
focus of the National CP Tech Center’s work on pervious concrete was the
development of a durable wearing course that can be used in highway
applications for critical noise, splash/spray, skid resistance, and
environmental concerns. The comprehensive study is anticipated to be
conducted over a five-year period and is further described below.
Background
A recent National CP Tech Center report titled Mix Design Development for
Pervious Concrete in Cold Weather Climates (Schaefer et al. 2006) provides
a summary of the available literature concerning the construction
materials, material properties, surface characteristics, pervious pavement
design, construction, maintenance, and environmental issues for PCPC.
The primary goal of the research conducted was to develop a pervious
concrete that would provide freeze- thaw resistance while maintaining
adequate strength and permeability for pavement applications. The
complete report is available on the Institute for Transportation (InTrans)
and National CP Tech Center website at
http://www.intrans.iastate.edu/reports/mix_design_pervious.pdf.

22. 22
The key findings from the literature review can be summarized as follows:
The engineering properties reported in the literature from the United
States indicate a high void ratio, low strength, and limited freeze-thaw test
results. It is believed that these reasons have hindered the use of pervious
concrete in the hard wet freeze regions (i.e., Midwest and Northeast United
States). The typical mix design of pervious concrete used in the United
States consists of cement, single-sized coarse aggregate (i.e., between one
inch and No. 4), and water to cement ratio ranging from 0.27 to 0.43. The
28-day compressive strength of pervious concrete ranges from 800 psi
(pound per square inch) to 3,000 psi, with a void ratio ranging from 14%
to 31% and a permeability ranging from 36 inch/hour (in./hr) to 864
in./hr. The advantages of pervious concrete include improving skid
resistance by removing water that creates splash and spray during
precipitation events, reducing noise, minimizing heat islands in large
cities, preserving native ecosystems, and minimizing cost in some cases.
Surface coarse pervious concrete pavement systems have been reported to
be used in Europe and Japan. Studies have shown that pervious concrete
generally produces a quieter than normal concrete with noise levels
ranging from 3% to 10% lower than those of normal concrete. The research
conducted at ISU included studies of the materials used in the pervious
concrete, the mix proportions and specimen preparation, the resulting
strength and permeability, and the effects of freeze-thaw cycling. A variety
of aggregate sizes was tested and both limestone aggregates and river run
gravels were used. The effects of the addition of sand, latex, and/or silica
fume on the resulting behavior were investigated. The key parameters
investigated were strength, permeability, and freeze-thaw resistance. The
overall results can be summarized in Figure 1, where it can be seen that
an interdependent relationship exists between the void ratio, seven-day
compressive strength, and permeability of the pervious concrete. In Figure
1 it can be seen that as the void ratio increases, the strength decreases

23. 23
but the permeability increases. Shown in the figure is a target range of
void ratio between 15% and 19% in which the strength and permeability
are sufficient for the intended purpose. Subsequent freeze-thaw tests
showed that a durable mix can be developed, as shown in Figure 2. Key to
the development of a mix that would provide sufficient strength, adequate
permeability, and freeze-thaw resistance was the addition of a small
amount of sand, about 5% to 7%, that increased the bonding of the paste
to the aggregates. The laboratory studies also raised the issue of
compaction energy on the results. The difference between the compaction
energies related to the amplitude of the vibrating pan, while the frequency
was constant. Figure 3 shows the results of comparisons of two
compaction energies used in the laboratory, and it can be seen that higher
compaction energy results in stronger mixes at given void ratios. These
results point to the importance of proper compaction in the field.A number
of field sites have also been investigated and the results are reported in
the master’s thesis by Kevern (2006). Samples from a Sioux City, Iowa site
showed more uniform compaction in the top six inches, with low
compaction causing high voids and low strength in the bottom layer. A mix
proposed for a site in North Liberty, Iowa showed that limestone mixes
with unit weight less than 125 pcf (pounds per cubic foot) can be freeze-
thaw resistant.

24. 24
CHAPTER 4
PROPERTIES
The plastic pervious concrete mixture is stiff compared to traditional
concrete. Slumps, when measured, are generally less than 3/4 inches
(20mm), although slumps as high as 2 inches (50mm) have been used.
However, slump of pervious concrete has no correlation with its
workability and hence should not be specified as an acceptance criterion.
Typical densities and void contents are on the order of 1600 kg/m3 to 2000
kg/m3 and 20 to 25% respectively.
The infiltration rate (permeability) of pervious concrete will vary with
aggregate size and density of the mixture, but will fall into the range of 2
to 18 gallons per minute per square foot (80 to 720 liters per minute per
square meter). A moderate porosity pervious concrete pavement system
will typically have a permeability of 3.5 gallons per minute per square foot
(143 liters per minute per square meter). Converting the units to in./hr
(mm/hr) yields 336 in./hr (8534 mm/hr). Perhaps nowhere in the world
would one see such a heavy rainfall. In contrast the steady state
infiltration rate of soil ranges from 1 in./hr (25 mm/hr) and 0.01 in./hr
(.25 mm/hr). This clearly suggests that unless the pervious concrete is
severely clogged up due to possibly poor maintenance it is unlikely that
the permeability of pervious concrete is the controlling factor in estimating
runoff (if any) from a pervious concrete pavement. For a given rainfall
intensity the amount of runoff from a pervious concrete pavement system
is controlled by the soil infiltration rate and the amount of water storage
available in the pervious concrete and aggregate base (if any) under the
pervious concrete. Generally for a given mixture proportion strength and
permeability of pervious concrete are a function of the concrete density.
Greater the amount of consolidation higher the strength, and lower the
permeability. Since it is not possible to duplicate the in-place consolidation
levels in a pervious concrete pavement one has to be cautious in
interpreting the properties of pervious concrete specimens prepared in the
laboratory. Such specimens may be adequate for quality assurance

25. 25
namely to ensure that the supplied concrete meets specifications. Core
testing is recommended for knowing the in-place properties of the pervious
concrete pavement. The relationship between the w/cm and compressive
strength of conventional concrete is not significant. A high w/cm can
result in the paste flowing from the aggregate and filling the void structure.
A low w/cm can result in reduced adhesion between aggregate particles
and placement problems. Flexural strength in pervious concretes generally
ranges between about 150 psi (1 MPa) and 550 psi (3.8 MPa). Limited
testing in freezing-and-thawing conditions indicates poor durability if the
entire void structure is filled with water. Numerous successful projects
have been successfully executed and have lasted several winters in harsh
Northern climates such as IN, IL, PA etc. This is possibly because pervious
concrete is unlikely to remain saturated in the field. The freeze thaw
resistance of pervious concrete can be enhanced by the following measures
1. Use of fine aggregates to increase strength and slightly reduce voids
content to about 20%.
2. Use of air-entrainment of the paste.
3. Use of a 6 to 18 in. aggregate base particularly in areas of deep frost
depths.
4. Use of a perforated PVC pipe in the aggregate base to capture all the
water and let it drain away below the pavement. Abrasion and raveling
could be a problem. Good curing practices and appropriate w/cm (not too
low) is important to reduce raveling. Where as severe raveling is
unacceptable some loose stones on a finished pavement is always
expected. Use of snow ploughs could increase raveling. A plastic or rubber
shield at the base of the plow blade may help to prevent damage to the
pavement.

26. 26
CHAPTER 5
DESIGN CRITERIA
Pervious concrete should be designed and sited to intercept, contain, filter,
and infiltrate storm water on site. Several design possibilities can achieve
these objectives. For example, pervious concrete can be installed across
an entire street width or an entire parking area. The pavement can also be
installed in combination with impermeable pavements or roofs to infiltrate
runoff. Several applications use pervious concrete in parking lot lanes or
parking stalls to treat runoff from adjacent impermeable pavements and
roofs. This design economizes pervious concrete installation costs while
providing sufficient treatment area for the runoff generated from
impervious surfaces. Inlets can be placed in the pervious concrete to
accommodate overflows from extreme storms. The storm water volume to
be captured, stored, infiltrated, or harvested determines the scale of
permeable pavement .
Pervious concrete comprises the surface layer of the permeable pavement
structure and consists of Portland cement, open-graded coarse aggregate
(typically 5/8 to 3/8 inch), and water. Admixtures can be added to the
concrete mixture to enhance strength, increase setting time, or add other
properties. The thickness of pervious concrete ranges from 4 to 8 inches
depending on the expected traffic loads.
Choke course - This permeable layer is typically 1 - 2 inches thick and
provides a level bed for the pervious concrete. It consists of small-sized,
open-graded aggregate.

27. 27
Open-graded base reservoir - This aggregate layer is immediately beneath
the choke layer. The base is typically 3 - 4 inches thick and consists of
crushed stones typically 3/4 to 3/16 inch. Besides storing water, this high
infiltration rate layer provides a transition between the bedding and sub
base layers.
Open-graded sub base reservoir - The stone sizes are larger than the base,
typically 2½ to ¾ inch stone. Like the base layer, water is stored in the
spaces among the stones. The sub base layer thickness depends on water
storage requirements and traffic loads. A sub base layer may not be
required in pedestrian or residential driveway applications. In such
instances, the base layer is increased to provide water storage and
support.
Under drain (optional) - In instances where pervious concrete is installed
over low-infiltration rate soils, an under drain facilitates water removal
from the base and sub base. The under drain is perforated pipe that ties
into an outlet structure. Supplemental storage can be achieved by using a
system of pipes in the aggregate layers. The pipes are typically perforated
and provide additional storage volume beyond the stone base.
Geotextile (optional) - This can be used to separate the sub base from the
sub grade and prevent the migration of soil into the aggregate sub base or
base.
Sub grade - The layer of soil immediately beneath the aggregate base or
sub base. The infiltration capacity of the sub grade determines how much
water can exhilarate from the aggregate into the surrounding soils. The
sub grade soil is generally not compacted.
Properly installed pervious concrete requires trained and experienced
producers and construction contractors. The installation of pervious

28. 28
concrete differs from conventional concrete in several ways. The pervious
concrete mix has low water content and will therefore harden rapidly.
Pervious concrete needs to be poured within one hour of mixing. The pour
time can be extended with the use of admixtures. A manual or mechanical
screed set ½ inch above the finished height can be used to level the
concrete. Floating and troweling are not used, as those may close the
surface pores. Consolidation of the concrete, typically with a steel roller,
is recommended within 15 minutes of placement (Figure 6). Pervious
concrete also requires a longer time to cure. The concrete should be
covered with plastic within 20 minutes of setting and allowed to cure for a
minimum of 7 days

29. 29
CHAPTER 6
SPECIFIC DESIGN CONSIDERATIONS AND LIMITATIONS
The load-bearing and infiltration capacities of the sub grade soil, the
infiltration capacity of the pervious concrete, and the storage capacity of
the stone base/sub base are the key storm water design parameters. To
compensate for the lower structural support capacity of clay soils,
additional sub base depth is often required. The increased depth also
provides additional storage volume to compensate for the lower infiltration
rate of the clay sub grade. Under drains are often used when permeable
pavements are installed over clay. In addition, an impermeable liner may
be installed between the sub base and the sub grade to limit water
infiltration when clay soils have a high shrink-swell potential, or if there is
a high depth to bedrock or water table (Hunt and Collins, 2008).
Measures should be taken to protect permeable pavement from high
sediment loads, particularly fine sediment. Appropriate pretreatment
BMPs for run-on to permeable pavement include filter strips and swales.
Preventing sediment from entering the base of permeable pavement during
construction is critical. Runoff from disturbed areas should be diverted
away from the permeable pavement until they are stabilized.
Several factors may limit permeable pavement use. Pervious concrete has
reduced strength compared to conventional concrete and will not be
appropriate for applications with high volumes and extreme loads. It is not
appropriate for storm water hotspots where hazardous materials are
loaded, unloaded, stored, or where there is a potential for spills and fuel
leakage. For slopes greater than 2 percent, terracing of the soil sub grade
base may likely be needed to slow runoff from flowing through the

30. 30
pavement structure. In another approach for using pervious concrete
slopes, lined trenches with under drains can be dug across slope to
intercept flow through the sub base
Consistent porosity through the concrete structure is critical to prevent
freeze-thaw damage. Cement paste and smaller aggregate can settle to the
bottom of the structure during consolidation and seal off the concrete
pores. If surface water becomes trapped in pavement voids, then it can
freeze, expand, and break apart the pavement. An evaluation of four (4)
pervious concrete sites (3 with deterioration and 1 without) in Denver, CO
by the Urban Drainage and Flood Control District, found that the larger
aggregate size mix exhibited better permeability and less surface
deterioration . The National Ready Mixed Concrete Association also
recommends the following precautions to prevent pervious concrete from
becoming saturated in regions where hard wet freezes occur.

31. 31
CHAPTER 7
CONSTRUCTION
An experienced installer is vital to the success of pervious concrete
pavements. As with any concrete pavement, proper subgrade preparation
is important. The subgrade should be properly compacted to provide a
uniform and stable surface. When pervious pavement is placed directly on
sandy or gravelly soils it is recommended to compact the subgrade to 92
to 95% of the maximum density (ASTM D 1557). With silty or clayey soils,
the level of compaction will depend on the specifics of the pavement design
and a layer of open graded stone may have to be placed over the soil.
Engineering fabrics are often used to separate fine grained soils from the
stone layer. Care must be taken not to over compact soil with swelling
potential. The subgrade should be moistened prior to concrete placement
to prevent the pervious concrete from setting and drying too quickly. Also
wheel ruts from construction traffic should be raked and re-compacted.
This material is sensitive to changes in water content, so field adjustment
of the fresh mixture is usually necessary. The correct quantity of water in
the concrete is critical. Too much water will cause segregation, and too
little water will lead to balling in the mixer and very slow mixer unloading.
Too low a water content can also hinder adequate curing of the concrete
and lead to a premature raveling surface failure. A properly proportioned
mixture gives the mixture a wet-metallic appearance or sheen. Pervious
concrete has little excess water in the mixture. Any time the fresh material
is allowed to sit exposed to the elements is time that it is losing water
needed for curing. Drying of the cement paste can lead to a raveling failure
of the pavement surface. All placement operations and equipment should
be designed and selected with this in mind and scheduled for rapid
placement and immediate curing of the pavement. A pervious concrete
pavement may be placed with either fixed forms or slip-form paver. The

32. 32
most common approach to placing pervious concrete is in forms on grade
that have a riser strip on the top of each form such that the strike off device
is actually 3/8-1/2 in. (9 to 12 mm) above final pavement elevation. Strike
off may be by vibratory or manual screeds. After striking off the concrete,
the riser strips are removed and the concrete compacted by a manually
operated roller that bridges the forms. Rolling consolidates the fresh
concrete to provide strong bond between the paste and aggregate, and
creates a smoother riding surface. Excessive pressure when rolling should
be avoided as it may cause the voids to collapse. Rolling should be
performed immediately after strike off. Since floating and trowelling tend
to close up the top surface of the voids they are not carried out. Jointing
pervious concrete pavement follows the same rules as for concrete slabs
on grade, with a few exceptions. With significantly less water in the fresh
concrete, shrinkage of the hardened material is reduced significantly,
thus, joint spacings may be wider. The rules of jointing geometry, however,
remain the same. Joints in pervious concrete are tooled with a rolling
jointing tool. This allows joints to be cut in a short time, and allows curing
to continue uninterrupted. Saw cutting joints also is possible, but is not
preferred because slurry from sawing operations may block some of the
voids, and excessive raveling of the joints often results. Removing covers
to allow sawing also slows curing, and it is recommended that the surfaces
be re-wet before the covering is replaced. Some pervious concrete
pavements are not jointed, as random cracking is not viewed as a
significant deficit in the aesthetic of the pavement (considering its texture),
and has no significant affect on the structural integrity of the pavement.
Proper curing is essential to the structural integrity of a pervious concrete
pavement. The open structure and relatively rough surface of pervious
concrete exposes more surface area of the cement paste to evaporation,
making curing even more essential than in conventional concreting.
Curing ensures sufficient hydration of the cement paste to provide the
necessary strength in the pavement section to prevent raveling. Curing

33. 33
should begin within 20 minutes after final consolidation and continue
through 7 days. Plastic sheeting is typically used to cure pervious concrete
pavements
Figure: showing laying of pervious concrete pavement and rolling

34. 34
Figure: showing rolling and finishing of pervious concrete surface.

35. 35
CHAPTER 8
MAINTENANCE
The most prevalent maintenance concern is the potential clogging of the
pervious concrete pores. Fine particles that can clog the pores are
deposited on the surface from vehicles, the atmosphere, and runoff from
adjacent land surfaces. Clogging will increase with age and use. While
more particles become entrained in the pavement surface, it does not
become impermeable. Studies of the long-term surface permeability of
pervious concrete and other permeable pavements have found high
infiltration rates initially, followed by a decrease, and then leveling off with
time (Bean, et al., 2007a). With initial infiltration rates of hundreds of
inches per hour, the long-term infiltration capacity remains high even with
clogging. When clogged, surface infiltration rates usually well exceed 1
inch per hour, which is sufficient in most circumstances for the surface to
effectively manage intense storm water events (ICPI, 2000). A study of
eleven (11) pervious concrete sites found infiltration rates ranging from 5
in/hr to 1,574 in/hr. The sites taking runoff from poorly maintained or
disturbed soil areas had the lowest infiltration rates, but they were still
high relative to rainfall intensities (Bean, et al., 2007a). Permeability can
be increased with vacuum sweeping. In areas where extreme clogging has
occurred, half inch holes can be drilled through the pavement surface
every few feet or so to allow storm water to drain to the aggregate base.
Many large cuts and patches in the pavement will weaken the concrete
structure. Freeze/thaw cycling is a major cause of pavement breakdown,
especially for parking lots in northern climates. Properly constructed
permeable concrete can last 20 to 40 years because of its ability to handle
temperature impacts.

36. 36
In cold climates, sand should not be applied for snow or ice conditions.
However, snow plowing can proceed as with other pavements and salt can
be used in moderation. Pervious concrete has been found to work well in
cold climates as the rapid drainage of the surface reduces the occurrence
of freezing puddles and black ice. Melting snow and ice infiltrates directly
into the pavement facilitating faster melting (Gunderson, 2008).
Cold weather and frost penetration do not negatively impact surface
infiltration rates. Permeable concrete freezes as a porous medium rather
than a solid block because permeable pavement systems are designed to
be well-drained; infiltration capacity is preserved because of the open void
spaces (Gunderson, 2008). However, plowed snow piles should not be left
to melt over the pervious concrete as they can receive high sediment
concentrations that can clog them more quickly.
Permeable pavements do not treat chlorides from road salts but also
require less applied deicers. Deicing treatments are a significant expense
and chlorides in storm water runoff have substantial environmental
impacts. Reducing chloride concentrations in runoff is only achieved
through reduced application of road salts because removal of chloride with
storm water BMPs is not effective. Road salt application can be reduced
up to 75% with the use of permeable pavements.

37. 37
CHAPTER 9
COST
Several factors influence the overall cost of pervious concrete:
1. Material availability and transport - The ease of obtaining
construction materials and the time and distance for delivery.
2. Site conditions - Accessibility by construction equipment, slope, and
existing buildings and uses.
3. Subgrade - Subgrade soils such as clay may result in additional base
material needed for structural support or added storm water storage
volume.
4. Storm water management requirements - The level of control
required for the volume, rate, or quality of storm water discharges will
impact the volume of treatment needed.
5. Project size - Larger pervious concrete areas tend to have lower per
square foot costs due to construction efficiencies.
Costs vary with site activities and access, pervious concrete depth,
drainage, curbing and under drains (if used), labor rates, contractor
expertise, and competition. The cost of the pervious concrete material
ranges from 100 rupees to 350 rupees per square foot. The material cost
of pervious concrete can drop significantly once a market has opened and
producers have made initial capacity investments. Eliminating or reducing
the use of admixtures, which are a significant cost in construction, can
also lower installation costs.

38. 38
CHAPTER 10
EXPERIMENTAL VALUES
RESULTS OF EXPERIMENTS CONDUCTED ON MATERIALS
1.CEMENT (53 GRADE ULTRATECH CEMENT)
 Specific gravity :3.02
 Fineness of cement :3.15
 Consistency :35%
 Initial setting time :120min.
2.COARSE AGGREGATE
 Specific gravity :3.00
 Bulk density :1.50
3.FINE AGGREGATE
 Specific gravity :2.63
 Fineness modulus :2.5

39. 39
COMPRESSIVE STRENGTH
Compressive strength at 7 days for 6:1,8:1 and
10:1agg/cement ratio and agg.size of 20mm
Compressive strength at 7 days for 6:1,8:1 and
10:1agg/cement ratio and agg.size of 10mm
AGE W/C
RATIO
AGG/CEMENT
RATIO
LOAD
(TONNES)
COMPRESSIVE
STRENGTH(kg/sq.cm)
7 0.4 6:1 8 35.56
7 0.4 8:1 5 22.22
7 0.4 10:1 4 17.78
AGE W/C
RATIO
AGG/CEMENT
RATIO
LOAD
(TONNES)
COMPRESSIVE
STRENGTH(kg/sq.cm)
7 0.4 6:1 11 48.89
7 0.4 8:1 5 22.22
7 0.4 10:1 4 17.78

40. 40
PERMEABILITY
Permeability for 20mm aggregates for different w/c ratio
Permeability for 10mm aggregates for different w/c ratio
Agg/cement
ratio
W/C RATIO coefficient of
permeability(cm/sec*103)
6:1 0.4 3.2
8:1 0.4 3.5
10:1 0.4 3.65
Agg/cement
ratio
W/C RATIO coefficient of
permeability(cm/sec*103)
6:1 0.4 1.6
8:1 0.4 2.5
10:1 0.4 3.14

41. 41
CHAPTER 11
CONCLUSIONS AND RESULTS
RESULTS
 Pervious concrete made from coarse aggregate size 10mm has
compressive strength of 48.89kg*cm-2 and 20mm aggregate has
35.56kg*cm-2
 Pervious concrete made from coarse aggregate size 20mm had
compressive strength value of 74% compared to that of 10mm.
 The aggregate/cement ratio of 10:1 produced pervious concrete of
higher co-efficient of permeability of 3.14x10-3cm/sec and 3.65x10-
3cm/sec for aggregate size 10mm and 20mm respectively.
CONCLUSIONS
 The smaller the size of coarse aggregate should be able to produce a
higher compressive strength and at the same time produce a higher
permeability rate.
 The mixtures with higher aggregate/cement ratio 8:1 and 10:1 are
considered to be useful for a pavement that requires low
compressive strength and high permeability rate.
 Finally, further study should be conducted on the pervious concrete
pavement produced with these material proportions to meet the
condition of increased abrasion and compressive stresses due to
high vehicular loading and traffic volumes.

42. 42
CHAPTER 12
PERVIOUS CONCRETE IN INDIA
Pervious concrete can be used and it is being implemented in some
metropolitan cities in parking lots, drive ways, gullies, sidewalks, road
platforms etc. The roads around the apartments and the surfacing inside
the compound can be made with pervious concrete. Another significant
advantage in India is low cost of labour compared to western countries,
much of the pervious concrete is laid manually without using heavy
machinery, so this can be placed in lower costs even in rural areas.
In future with increased urbanization, diminishing ground water
levels and focus on sustainability technologies such as pervious concrete
are likely to become even more popular in India compared to other
countries.

43. 43
CHAPTER 13
REFERENCES
1. Pervious Pavement Manual, Florida Concrete and Products Association
Inc., Orlando, FL.
2. Obla, K., Recent Advances in Concrete Technology, Sep. 2007,
Washington DC3.
3. Pervious concrete, The Indian Concrete Journal, August 2010.
4. Ghafoori, N., and Dutta, S., “Building and Nonpavement Applications of
No-Fines Concrete,”
Journal of Materials in Civil Engineering, Volume 7, Number 4, November
1995.
5. National Ready Mixed Concrete Association (NRMCA), Freeze Thaw
Resistance of Pervious
Concrete, Silver Spring, MD, May 2004, 17 pp.
6. NRMCA, “What, Why, and How? Pervious Concrete,” Concrete in
Practice series, CIP 38,
Silver Spring, Maryland, May 2004b, 2 pages.
7. Tennis, P.Leming. M.L., and Akers, D.J., “Pervious Concrete
Pavements,” EB 302, Portland
Cement Association (PCA), Skokie, Illinois, 2004, 25 pp.

44. 44
8. Leming, M.L., Rooney, M.H., and Tennis, P.D., “Hydrologic Design of
Pervious Concrete,” PCA R&D.
9. Pervious Concrete: Hydrological Design and Resources, CD063, CD-
ROM, PCA, Skokie.
10. Storm water Phase II Final Rule Fact Sheet Series, United States
Environmental Protection

45. 45

46. 46

47. 47