Thesis paper

STUDY ON EFFECT OF WATER PERMEABILITY [AS
PER DIN 1048:1991 (PART V)] ON CONCRETE WITH
DIFFERENT WATER-CEMENT RATIO AND CEMENT
CONTENT
Thesis submitted to the Faculty of Engineering & Technology,
Jadavpur University
In partial fulfilment of the requirements for the degree of
MASTER OF CONSTRUCTION ENGINEERING
With Specialization in
STRUCTURAL REPAIR & RETROFIT ENGINEERING
By
SUBHAJIT KARMAKAR
Examination Roll No. – M6CNE18006
Registration No. – 134016 OF 2015-2016
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KKoollkkaattaa--770000009988,, WWeesstt BBeennggaall,, IInnddiiaa

CERTIFICATE
This is to certify that the thesis entitled “Study on effect of water permeability [as
per din 1048:1991 (part v)] on concrete with different water-cement ratio and
cement content” has been prepared by Subhajit Karmakar (Class Roll No. –
001510602005, Examination Roll No. – M6CNE18006, Registration No. – 134016 of
2015-2016) in partial fulfillment of the requirements for the award of Masters Degree
in Construction Engineering (MCE), is a record of research work carried out under my
supervision and guidance. I hereby approve this thesis for submission and
presentation.
1) Prof.(Dr.) Gokul Chandra Mondal 2) Prof.(Dr.) Debasish Bandhyopadhya
Associate Professor Professor and Head
Construction Engineering Department Construction Engineering Department
Jadavpur University Jadavpur University
Kolkata - 700098 Kolkata - 700098
India India
3) Dean
Faculty of Engineering & Technology
Jadavpur University
Kolkata - 700032
India

FACULTY OF ENGINEERING & TECHNOLOGY
DEPARTMENT OF CONSTRUCTION ENGINEERING
JADAVPUR UNIVERSITY
CERTIFICATE OF APPROVAL
This foregoing thesis is hereby approved as a credible study of an engineering subject
carried out and presented in a manner satisfactory to warrant its acceptance as a
prerequisite to the degree for which it has been submitted. It is understood that by this
approval the undersigned do not endorse or approve any statement made, option
expressed or conclusion drawn therein but approve the thesis only for the purpose for
which it has been submitted.
Internal Examiner: _______________________________________________
External Examiner: ______________________________________________

FACULTY OF ENGINEERING AND TECHNOLOGY
DEPARTMENT OF CONSTRUCTION ENGINEERING
JADAVPUR UNIVERSITY
KOLKATA, INDIA
Declaration of Originality and Compliance of Academic Ethics
I hereby declare that, this thesis contains literature survey and original research work
by the undersigned candidate, as a part of my MASTER OF CONSTRUCTION
ENGINEERING studies.
All information in this document have been obtained and presented in accordance with
academic rules and ethical conduct.
I also declare that, as required by these rules and conduct, I have fully cited and
referenced all materials and results that are not original to this work.
Name : SUBHAJIT KARMAKAR
Roll No. : 001510602005
Examination Roll No. : M6CNE18006
Registration No. : 134016 (2015-2016)
Thesis Title : Study on effect of water permeability [as per din
1048-1991 (part v)] on concrete with different water
cement ratio and cement content
Signature with date :

ACKNOWLEDGEMENTS
At the outset, I would like to convey heartfelt gratitude to Jadavpur University
and its faculty members for taking initiatives to introduce this evening course
which is unique and very much contemporary for responding to the challenges
in the construction industry.
My thesis paper on “study on effect of water permeability [as per din 1048:1991
(part 5)] of concrete with different water-cement ratio and cement content” has
been submitted under the guidance of Prof. (Dr.) Gokul Chandra Mondal. I
want to thank him for providing his precious time and to helping me in
completing the thesis well in time. I sincerely thanks to sir, for the
encouragement and expert guidance needed to finish this paper. I am also
thankful to the faculty members of my college, Prof. (Dr.) Dipesh Majumdar,
my friends, my parents for their crucial suggestions at critical phases of the
thesis paper work. My special thanks to all staff members of laboratory of
construction engineering department for their help and co-operation during my
research.
Therefore, I am pleased to all of them for their valuable advice and constructive
suggestions, perhaps, without which it would have not been possible to
complete this paper at all.
Date:
Place:
(Subhajit Karmakar)
Class: Master of Construction Engineering
Examination Roll No. : M6CNE18006
Class Roll No. : 001510602005

CONTENTS
Description Page No.
Chapter I : Introduction (1-12)
1.1 General: 1-2
1.1.1 Significance of Permeability: 1-2
1.1.2 Basic Fundamentals of Permeability: 2-2
1.2 Durability: 2-6
1.2.1 Strength and Durability relationship: 3-4
1.2.2 Role of water-cement ratio: 4-4
1.2.3 Role of Permeability of cement in Durability
of concrete:
4-4
1.2.4 Effect of mineral additives and air entrainment
in durability of concrete:
5-6
1.3 Permeability v/s Durability: 6-6
1.4 Factor affecting permeability of concrete: 7-8
1.5 Other tests of Permeability: 9-9
1.6 Tests of fresh concrete to be carried out: 10-10
1.7 Tests of hardened concrete to be carried out: 11-11
1.8 Transport mechanisms in concrete and test methods: 12-12
1.9 Objective of the study: 12-12
1.10 Scope of work: 12-12
Chapter II : Literature Review (13-20)
Chapter III : Material Characterization (21-27)
3.1 Introduction 21-21
3.2 Ingredients 21-22
3.3 Summary 22-22
Table 3.1(a) Chemical and Physical Properties of
Konark (PPC)
23-23
Table 3.1(b) Chemical and Physical Properties of
Lafarge (PPC)
24-24

Table 3.2: Physical properties of Aggregates 25-25
Table 3.3: Grading of Coarse Aggregate 25-25
Table 3.4 Grading of fine Aggregate 25-25
Table 3.5: Properties of Water 26-26
Figure 3.2: Particle size distribution of Fine Aggregate 27-27
Figure 3.2: Particle size distribution of Fine Aggregate 27-27
Chapter IV : Experimental Program (28-69)
4.1 Mix design for 350 kg cement and 0.35 water cement
ratio:
28-30
Findings for 350 kg cement and 0.35 water cement ratio: 31-31
ratio:
32-34
ratio:
35-37
ratio:
39-41
ratio:
43-45
ratio:
47-49
ratio:
51-53
ratio:
54-56
ratio:
57-59
ratio:
60-62

ratio:
64-66
ratio:
67-69
Chapter V : Results And Discussions (70-77)
5.1 General 70-70
5.2 Discussions on test results: 70-71
Table 5.1 – Mix proportions and test results 71-71
Table 5.2: Values of water- cement ratio and
compressive strength for various cement content
72-72
Figure 5.1: Graphical representation of compressive
Strength v/s age of concrete
72-72
Table 5.3: Values of water- cement ratio and
compressive strength for various cement content
73-73
Figure 5.2: Graphical representation of compressive
Strength v/s w/c ratio
73-73
Table 5.4(a): Values of water- cement ratio and water
penetration for 350 kg cement
74-74
Figure 5.3(a): Graphical representation of permeability
v/s w/c ratio for 350 kg cement
74-74
Table 5.4(b): Values of water- cement ratio and water
75-75
Figure 5.3(b): Graphical representation of permeability
75-75
Table 5.4(c): Values of water- cement ratio and water
76-76
Figure 5.3(c): Graphical representation of permeability
76-76
Table 5.5(c): Values of water penetration for various
w/c ratio and cement content
77-77
Figure 5.4(c): Graphical representation of water
penetration v/s w/c ratio for various cement content
77-77
Chapter VI : Conclusions (78-79)
6.1 General 78-78
6.2 Conclusions 78-78
6.3 Future scope of work 79-79
List of Reference (80-80)

1
Chapter I
INTRODUCTION
1.1 General:
Concrete used in water- retaining structures, exposed to severe weather, or exposed to an
aggressive environment must be virtually impermeable or watertight. Water-tightness refers to
the ability of concrete to hold back or retain water without visible leakage. Permeability is the
property that governs the rate of flow of a fluid into a porous solid. Permeability of concrete
can be a result of various factors, like, the propagation of micro cracks on drying, effect of
additive agents or air entertaining agents, both external and internal conditions can lead to
porosity of the concrete. The permeability affects the durability of concrete; durability can be
defined as the ability to resist weathering action, chemical attack or any process of
deterioration. Incomplete compactions that create trapped air conditions in concrete and empty
spaces formed due to quick drying conditions- lead to permeability in hardened concrete. In
early 90s, the rate of passage of water through concrete resisting relatively high hydraulic
pressures, was calculated and observed by designers of dams and other. Today the
permeability of concrete studies have regained such importance, but this is no longer focused
on the flow of water through concrete in water works structures but it involves analysing and
developing better concrete technologies for smaller structures, considering the permeability to
deleterious substances such as chloride ions. The growing awareness of the durability and
permeability, inter relationships in concrete and its effects, that plays an important role in the
long-term durability of concrete, has led to the need for ways to quickly assess the
permeability of concrete. Micro silica and high-range water reducers have been added to the
latest concrete technologies that allows placement of highly water-repellent concrete. In 1986,
studies on the effects of mix design, materials and curing on permeability of selected
concretes, was carried out by the construction technology laboratories researchers. Curing
includes 7-day and 28-day moist-cure. The permeability to water and air, rapid chloride
permeability, ponding with chloride solution, helium porosity and volume of permeable voids,
were few of the methods applied in the laboratories.
1.1.1 Significance of Permeability:
a) One of the main characteristics influencing the durability of concrete is, its
permeability to the ingress of water, oxygen, carbon dioxide, chloride, sulphate and
other potentially deleterious substances.
b) Degree of permeability is governed by the constituents, the mix proportions and
workmanship used in making concrete.
c) A suitably low permeability can be achieved by having adequate cement content,
low water cement ratio, and use of blended cements, ensuring complete
compaction of the concrete and adequate curing.

2
Water is common to most of the durability problems in concrete. The presence of water or its
involvement in the reactions is necessary for the problems to occur. Thus, the durability of
concrete is intrinsically related to its water-tightness, or permeability.
1.1.2 Basic Fundamentals of Permeability:
a) Permeability of concrete is a function of the permeability of the cement paste, of
the aggregate, and of the interfacial transition zone. Theoretically, permeability of
these components is in turn related to the porosity.
b) Porosity and permeability need not be directly related. The interconnectivity of
pores is generally responsible for a high permeability.
Figure 1.1: Diagram defining the relation of porosity and permeability
Generally, the same properties of concrete that make it less permeable also make it more
watertight. The overall permeability of concrete to water is a function of the permeability of
the paste (cement and water), the permeability and gradation of the aggregate, and the relative
proportion of paste to aggregate. Decreased permeability improves concrete’s resistance to re-
saturation, sulphate and other chemical attack, and chloride ion penetration.
1.2 Durability:
The use of reinforcing steel has further increased the strength of concrete, which allows the
design and construction of newer concepts and designs for various structures for the industry.
Approximately, penetrability and compressive strength have an equal inverse relationship.
Durability of concrete is defined by the American Concrete Institute in ACI 116R. The
Durability of concrete is the ability to resist weathering action, chemical attack, abrasion and
other conditions of service. A durable concrete is one that performs satisfactorily under
anticipated exposure conditions during its life span. The material and mix proportions used
should be such as to maintain its integrity and, if applicable, to protect embedded metal from
corrosion. Even though concrete is a durable material requiring a little or no maintenance in
normal environment but when subjected to highly aggressive or hostile environments it has
been found to deteriorate resulting in premature failure of structures or reach a state requiring
costly repairs. Most of the durability problems in the concrete can be attributed to the volume
change in the concrete. Volume change in concrete is caused by many factors. The entire
hydration process is nothing but an internal volume change, the effect of hydration, the

3
pozzolanic action, the sulphate attack, the carbonation, the moisture movement, all type of
shrinkages, the effect of chlorides, corrosion of steel, comes under the aspects of volume
change in concrete. The internal and external restraints to volume change in concrete results in
cracks. It is the crack that promotes permeability and thus it becomes a part of cyclic action,
till such time that concrete deteriorates, degrades, disrupts, and eventually fails.
1.2.1 Strength and durability relationship: Generally, construction industry needs faster
development of strength in concrete so that the projects can be completed in time or before
time. This demand is catered by high early strength cement, use of very low W/C ratio through
the use of increased cement content and reduced water content. The above steps result in
higher thermal shrinkage, drying shrinkage, modulus of elasticity and lower creep coefficients.
With higher quantity of cement content, the concrete exhibits greater cracking tendencies
because of increased thermal and drying shrinkage. As the creep coefficient is low in such
concrete, there will not be much scope for relaxation of stresses. Therefore, high early strength
concretes are more prone to cracking than moderate or low strength concrete. Of course, the
structural cracks in high strength concrete can be controlled by use of sufficient steel
reinforcements. But this practice does not help the concrete durability, as provision of more
steel reinforcement; will only results in conversion of the bigger cracks into smaller cracks. All
the same even these smaller cracks are sufficient to allow oxygen, carbon dioxide, and
moisture get into the concrete to affect the long term durability of concrete. Field experience
have also corroborated that high early strength concrete are more cracks-prone. According to a
recent report, the cracks in pier caps have been attributed to the use of high cement content in
concrete. Contractors apparently thought that a higher than the desired strength would speed
up the construction time, and therefore used high cement content.
Similarly, report submitted by National Cooperative Highway Research Programme (NCHRP)
of USA during 1995, based on their survey, showed that more than, 100000 concrete bridge
decks in USA showed full depth transverse cracks even before structures were less than one
month old. The reasons given are that combination of thermal shrinkage and drying shrinkage
caused most of the cracks. It is to be noted that deck concrete is made of high strength
concrete. These concretes have a high elastic modulus at an early age. Therefore, they develop
high stresses for a given temperature change or amount of drying shrinkage. The most
important point is that such concrete creeps little to relieve the stresses. A point for
consideration is that, the high early strength concrete made with modern Portland cements
which are finer in nature, containing higher sulphates and alkalis, when used 400 kg/m3 or
more, are prone to cracking. Therefore if long-term service life is the goal, a proper balance
between too high and too low cement content must be considered.
Firstly, the high early strength concrete has high cement content and low water content.
On account of low water content, only surface hydration of cement particle would have taken
place leaving considerable amount of un-hydrated core of cement grains. This un-hydrated
core of cement grains has strength in reserve. When micro cracks have developed, the un-
hydrated core gets hydrated, getting moisture through micro cracks. The hydration products so
generated seal the cracks and restore the integrity of concrete for long term durability.
Secondly, as per Aiticin, the quality of products of hydration (gel) formed in the case of low
W/C ratio is superior to the quality of gel formed in the case of high W/C ratio. Again as per

4
Aiticin, in low W/C ratio concrete (high early strength concrete) the weak transition zone
between aggregate and hydrated cement paste does not exist at all. Un-hydrated cement
particles are also available in such low W/C ratio concrete for any eventual healing of micro
cracks. Thirdly, the micro structure of concrete with very low W/C ratio is much stronger and
less permeable. The interconnected network of capillaries is so fine that water cannot flow any
more through them. It is reported that when tested for chloride ion permeability, it showed 10-
50 times slower penetration than low strength concrete.
1.2.2 Role of water-cement ratio: The volume change in concrete results in cracks and the
cracks are responsible for disintegration of concrete. Permeability is the contributory factor to
the volume change with higher water-cement ratio being the fundamental cause of higher
permeability. Therefore, use of higher water-cement ratio- permeability- volume change-
cracks- disintegration- failure of concrete is a cyclic process in concrete. Therefore, for a
durable concrete, use of lower possible water-cement ratio is the fundamental requirement to
produce dense and impermeable concrete. It is generally recognized that quality of hydration
product and the micro-structure of the concrete in case of low water- cement ratio is superior
to the quality of micro-structure that exists in the case of higher water-cement ratio. The lower
water-cement ratio concretes are less sensitive to carbonation, external chemical attack and
other detrimental effects that cause lack of durability of concrete. However, in lower water-
cement ratio concretes, there is not enough water available to fully hydrate all cement
particles, only surface hydration of cement particles takes place leaving considerable amount
of un-hydrated core of cement grains. These un-hydrated cores of cement grains constitute
strength in reserve.
1.2.3 Role of permeability of cement in durability of concrete: Cement paste consists of C-
S-H (gel), Ca(OH)2, and both water filled and empty capillary cavities. The gel has porosity to
the extent of 28% with permeability of the order of 7.5 x 10-16
m/s which is about one-
thousandth of that of cement paste. Therefore, contribution of gel pores to the permeability of
cement paste is minimal. The extent and size of capillary cavities or pore depend upon water-
cement ratio. At low water-cement ratio the extent of capillary cavities is less and cavities are
very fine which are easily filled up within few days by hydration product of cement. Only
unduly large cavities resulting from high water-cement ratio (of the order of 0.7) will not get
filled up by product of hydration and will remain un-segmented and are responsible for the
permeability of the paste.
Age (days) Coefficient of Permeability (Km/s)
Table 1.1: Reduction in permeability of cement paste (w/c ratio = 0.7) with progress of hydration
2 x 10-6
4 x 10-10
1 x 10-10
4 x 10-11
5 x 10-12
1 x 10-12
6 x 10-13
(calculated)
Fresh
5 days
6 days
8 days
13 days
24 days
Ultimate

5
1.2.4 Effect of mineral additives and air-entrainment in durability of concrete: Concrete
containing cement with 35 % fly ash has been found to be 2 to 5 times less permeable than
concrete manufactured with OPC or blast-furnace slag cements. Moreover, concretes made
using pozzolanic cements have a better flexural/ compressive strength ratio and tendency to
cracking than cement made using OPC.
An air-entrainment up to 6 % can make the concrete more impervious. The steam curing of
concrete using pozzolana has been reported to decrease the permeability due to formation of
coarser C-S-H gel, lower drying shrinkage and accelerated conversion of Ca(OH)2 into
cementing product.
Factors Affecting Durability
Physical causes of deterioration of concrete
Internal factors
Permeability of Concrete
Alkali aggregate reaction
Volume changes due to difference
in thermal properties of the
aggregate and cement paste.
External factors
Physical, chemical or mechanical,
Environmental,
such as extreme temperatures,
abrasion and electrostatic- action.
Attack by natural or Industrial liquid
and gases.
Surface wearCracking
Structural
loading
Overloading
and impact
cyclic
loading
Exposure to
temperature
Fire
Freezing
Thawing
action
Volume
changes due
to
Temperature
Humidity
De-icing
salts
ErosionCavitationAbrasion

6
Durability of concrete is directly proportional by the permeability of concrete. The side effect
of permeability is to set retardation, corrosion of steel reinforcement encased in concrete. Soon
thereafter, the structure loses its strength and life, affecting the structural integrity of design;
the lifespan is reduced, and the general safety of the public is severely degraded. For
reinforced concrete bridges, chloride ingress has been one of the major forms of environmental
attacks, a subsequent reduction in the strength and which leads to corrosion of the reinforcing
steel, serviceability and aesthetics of the structure. After reaching the layer of steel, concrete
permeability determines how quickly water, chloride ions and oxygen will start corrosion, it is
the single most important factor affecting the rates of deterioration from freeze thaw cycles,
reinforcing bar corrosion, alkali-aggregate reaction. It can also be the result of all of multiple
degradation factors occurring simultaneously.
The capillary pores in concrete serve as a conduit or provide transport system for deteriorating
agents. However, it may be mentioned that the micro-cracks in initial stage are so fine that
they may not increase the permeability. But propagation of micro-cracks with time due to
drying shrinkage, thermal shrinkage, and externally applied loads will increase the
permeability of the system.
Figure 1.2: Cause of corrosion in RCC structures
1.3 Permeability v/s Durability:
As per Mindness, Young and Darwin, water/cement (w/c) ratio is the parameter that has the
largest influence on durability. The permeability of concrete and the permeability of the paste
decreases as the w/c ratio decreases. Low w/c ratio means lower permeability, therefore lower
voids in the concrete. This means that it is more difficult for water, and corrosives, to penetrate
the concrete. Concrete permeability influences durability because it controls the rate that
moisture, which could contain an aggressive chemical, enters concrete and the movement of
water. The w/c ratio affects concrete strength; reduction in w/c ratio increases the concrete
strength, which further improves its resistance to cracking.

7
1.4 Factor affecting permeability of concrete:
a) W/C ratio: Water is consumed by either cement hydration reactions or evaporation to
the environment, making it one of the major factors in making concrete vulnerable. The
mixing water is indirectly responsible for permeability of the hydrated cement paste
because its content determines first the total space and subsequently the unfilled space
in concrete on drying. If there is no evaporable water left after drying and provided that
the following disclosure of concrete to the environment did not cause to re-saturation of
the pores, concrete will not be endangered to water related destructive incident. The
latter, to a large extent, depends on the hydraulic conductivity, which is also known as
the coefficient of permeability (K).
b) Properties of cement: The permeability of concrete is affected also by the properties of
cement. For the same water/ cement ratio, coarse cement tends to produce a paste with
higher porosity of cement than finer cement. In general, higher the strength of cement
paste, the lower will be the permeability.
c) Aggregate: The permeability of aggregate affects the behaviour of the concrete. If the
aggregate has a very low permeability its presence reduces the effective area over
which flow can take place. For a given water/ cement ratio, greater the maximum size
of aggregate greater is the permeability. This is because of the relatively larger voids.
Well graded aggregate reduces the permeability.
d) Absorption and homogeneity of concrete: The volume of pore space in concrete is
measured by absorption. Absorption is a physical process by which concrete draws
water into its pores and capillaries. The absorption depends upon the structure of the
concrete. Non homogeneity affects the permeability. The defects in concrete due to
cracks in the structure void spaces due to segregation or honeycombing increases the
absorptions. The permeability can be reduced by workable mix so that segregation is
avoided.
e) Curing: Moist curing for the 7-day (minimum recommended in ACI 308, Standard
Practice for Curing Concrete), resulted in a much more water-resistant concrete.
Although permeability values would be different for various liquids and gases, the
relationship between w/c ratio, curing period, and permeability would be similar.
Continued hydration of the cement paste results in the reduction in the size of the voids
which decreases the permeability. Proper curing of concrete decreases the permeability
of concrete. Permeability of steam cured concrete is generally higher than that of wet-
cured concrete.
f) The use of Admixtures: Silica fume, latex and high range water reducers allows
placement of highly impermeable concrete. Lot of development has been introduced in
the field of admixtures and understanding the effects of these admixtures in concrete
mix design and its curing requirements, so that low permeability concretes can be
uniformly specified and manufacture. In general, the use of extra cement will be more

8
effective in reducing the permeability. In case of porous concrete surface treatment
decreases permeability.
g) Age of Concrete: The permeability of cement paste also varies with the age of concrete
or with the degree of hydration. In fresh paste the flow of water is controlled by the
size, shape, and concentration of the original cement grains. With the progress of
hydration, the permeability decreases rapidly because the gross volume of gel is
approximately 2.1 times the volume of the un-hydrated cement. Gel gradually fills the
original water filled space.
h) Other Factors: The other factors that affect the permeability in concrete are-
inappropriate compaction and loss of mixing water, increasing concrete age causes the
permeability to reduce, this is because concrete is material, that continues to hydrate in
the presence of the un-hydrated lime. In the presence of water, the hydration products
will fill the empty pores in the matrix. Additional factor that improves the permeability
is fineness of cement. Finer the cement, particles will hydrate much faster; thus creating
the water-resistant concrete faster.
Figure 1.3: Curve of relative permeability v/s age at test

9
1.5 Other tests of Permeability
Studies confirmed that several rapid-test procedures are available for estimating permeability
instead of more complex flow testing. The following tests are some of these tests that pertain
to the permeability and/ or resistivity of concrete, discussing the advantages and disadvantages
of each method also clarified.
a) Chloride/ Salt- Ponding Test:
Most direct method of measuring chloride penetration is the 90-day, salt-ponding test. This test
subjects a concrete specimen to a chloride solution not under pressure for 90 days. A profile
section of concrete is analyzed after this period to determine the penetration of the concrete.
The 90-day chloride penetration test is considered the most accurate and informative test .A
disadvantage of this method is that it is time consuming. Additionally, it may not allow
sufficient time for low permeability concretes.
b) Rapid Chloride Permeability Test (RCP Test):
ASTM C1202, Standard Test Method for Electrical Indication of Concretes (Ability to Resist
Chloride Ion Penetration) can be used to determine the relative permeability of the concrete
specimens. At the end of the six-hour rapid permeability test, coulomb values representing the
total current passed through the concrete slices over the testing period are obtained. The area
under the current versus time curve, i.e. the total charge passed in coulombs correlates with the
resistance of the specimen to chloride ion penetration. These values have been shown to be
representative of the chloride ion permeability, which is an indirect indication of the
permeability of concrete.
The rapid chloride permeability test (ASTM 1202) reliably and quickly assesses the relative
permeability’s of a variety of concretes. In the next sections detailed procedure for this test
clarified.
c) Migration Cells test:
This test is similar to RCP, but one cell has a chloride solution while the other cell is chloride-
free; the movement of chlorides to the chloride-free cell is then measured.
d) Surface Electrical Resistivity Test :
There is a desire to replace the current standard for the measurement of concrete durability for
several reasons. The RCP test, which is the current standard, is obviously not without fault. In
addition to this fact is the condition that the RCP test is a three-day, time and labour-intensive
test. The industry is looking for a suitable replacement to carry on the testing of concrete's
durability. One of the most promising alternatives is electrical Surface Resistivity.

10
1.6 Test of fresh concrete to be carried out
Slump Test:
Slump is a measure of consistency, or relative ability of the concrete to flow. If the concrete
can’t flow because the consistency or slump is too low, there are potential problems with
proper consolidation. If the concrete won’t stop flowing because the slump is too high, there
are potential problems with mortar loss through the formwork, excessive formwork pressure,
finishing delays and segregation.
Degree of
workability
Slump (mm)
Compacting
Factor
Use for which concrete is suitable
Very low 0 - 25 0.78
Very dry mixes; used in road
making, Roads vibrated by power
operated machines.
Low 25 - 50 0.85
Low workability mixes; used for
foundations with light
reinforcement. Road vibrated by
hand operated machines.
Medium 50 - 100 0.92
Medium workability mixes;
manually compacted flat slabs
using crushed aggregates. Normal
reinforced concrete manually
compacted and heavily reinforced
sections with vibrations.
High 100 - 175 0.95
High workability concrete; for
sections with congested
reinforcement. Not normally
suitable for vibration.
Figure 1.4: Slump test

11
1.7 Test of hardened concrete to be carried out
Compressive Strength Test:
One of the fundamental properties used for quality control by testing cubes or cylinders. Core
samples are used to assess in-situ strength of existing structures. Cube test, standard in Great
Britain and Germany, uses a6in cubic mold, which is filled in three layers, rodded 35 times
with a 16mm diameter rod or compacted with a vibrator. The cube is tested at right angles to
the position casted and therefore required no capping or grinding. Compressive strength is
affected by many factors (environmental, curing condition). Therefore, the actual strength of
concrete will not be the same as the strength of specimen.
The concrete is poured in the mould and tempered properly so as not to have any voids. The
top surface of these specimens should be made even and smooth. This is done by putting
cement paste and spreading smoothly on whole area of specimen. After 24 hours the
specimens are taken out of the moulds and moist cured for 7, 28 and 90 days at the end of the
curing period they are tested.
Age Strength per cent
1 day 16%
3 days 40%
7 days 65%
14 days 90%
28 days 99%
Table 1.4: Table shows the strength of concrete at different ages in comparison with the strength at
28 days after casting

12
1.8 Transport mechanisms in concrete and test methods:
Mechanism Definition Test method
Sorption Capillary action Sorptivity
Permeation Flow under pressure
Oxygen permeability, Torrent air
permeability(Gas permeability)
German water permeability, DIN
1048 water penetration (Water
permeability)
Diffusion
Flow under concentration
gradient
Bulk diffusion, RCPT,
Accelerated Chloride Migration,
Accelerated carbonation
Migration/
Conduction
Movement due to applied
electric field
RCPT, Accelerated Chloride
Migration, Chloride
conductivity, Wenner resistivity
Wick action
Transport of ions water from
a face in contact with water to
drying face
Sorptivity
Absorption Bulk intake of water Sorptivity
Adsorption
Process of attachment of
molecules on the surface
Sorptivity
Convection
Flow due to temperature
difference
RCPT
1.9 Objective of the study:
Contaminants such as carbon dioxide, sulphates and chlorides penetrate into the concrete,
setting up conditions for deterioration and premature aging. These elements typically invade
the concrete via its porosity network or ‘matrix’. Logically, the more porous or permeable the
concrete is, the higher the rate at which contaminants can penetrate. Conversely, less porous
concrete – i.e. more impermeable – will be less receptive to contaminant ingress. The
permeability of the concrete has of course a major influence on the rate of chloride
penetration. Our aim is to resist the concrete against the penetration of aggressive media from
the environment.
1.10 Scope of work:
All 12 mixes are designed according to the IS standards. Each of ingredients is compared to
the ASTM specification. The cement properties meet ASTM CI 50 while the aggregate meet
ASTM C33 and ASTM C-74. The 12 mixes are varied in both the cement content and water to
cement ratio. A total of 144, IS standards cubes of "150 mm x 150 mm x 150 mm" are casted.
12 cubes per mix are being tested, 3 cubes are tested for 7 days strength and 3 cubes are tested
for 28 days and 90 days strength respectively. Then, din tests are carried out for last 3 cubes.
After that we are applying a water pressure for a period of 3 days and then we are splitting the
specimen into two half. The depths of water penetration are taken. This paper presents the
results in a graph to show a comparative study of permeability of concrete of different w/c
ratio and various cement content.

13
Chapter II
LITERATURE REVIEW
2.1 General
Dr. Ali ZREGH (Al-Raya Al-Khadra University Tripoli, Libya) has done a research work in
“Water Permeability and Strength of Concrete” in the year 1988. Ali Zregh born 1947 in
Tripoli, B.Sc., MSCE and Ph.D. involved as a young engineer in design and construction of
housing projects in Libya in the early 70"s. As a staff member in Civil Engineering
Department he was the head of this department. He was also a member in the local engineering
societies and ACI, ASCE, SEA and others.
2.1.1 Summary of the paper:
Concrete is permeable when water can pass through its internal matrix under pressure.
Permeability in concrete may be responsible for the disintegration of concrete. In this paper 30
different mixes were investigated. Variable water to cement ratios and cement contents was
considered. A guideline to design a watertight concrete can be gained from this paper. Burry
and Domome investigated penetration rates of sea water into concrete under pressure and
concluded that penetration was found to be proportional to time to power 0.45. In this paper an
attempt is made to investigate the behaviour of concrete permeability with varying water to
cement ratio and the cement content. Normal weight concrete with local "Libyan" materials
was used. The materials properties are according to Standards. Results and finding related to
permeability and concrete strength were presented at end. Results and findings were reported
below.
2.1.2 Experiment work:
All 30 mixes were designed according to the Standards. The 30 mixes were varied in both the
cement content and water to cement ratio. Six cement contents were used starting from 2.45
KN/m to 4.90 KN/m that is at 0.49 KN/m intervals. At each case 6 water-cement ratios were
varied starting from 0.45 to 0.70. Three mixes were omitted from both the lowest cement
content and the highest cement content due to the workability problems. The aggregate to
cement ratio was calculated for the 1st mix and found to be equal the value of 8.0 while in the
last mix was found to be equal to the value of 3.25. A total of 240 Standards cubes "150 mm x
150 mm x 150 mm" were casted. Eight cubes for each mix were tested as follows: One cube
per mix was tested for 3 days strength test, and one cube was tested for 7 days strength and 3
cubes were tested for 28 days strength. The last 3 cubes were tested for permeability test.
Testing procedure was according DIN-1048. A constant pressure was applied to six specimens
at each time. The water pressure was kept to 0.7 MPa. Percolation volume readings were taken
at each half hour interval.

14
2.1.3 Findings:
 As the "W/C" water to cement ratio increases the compressive strength decreases, and
as the cement content decreases the compressive strength increases. This is due to the
increase of aggregate to cement ratio.
 A value of K = 4x10-11
m/sec after 24 hours which meant the concrete is impermeable
under 0.7 MPa pressure.
 Watertight concrete without any admixtures added does not exist because of the pores
in both aggregate and cement pastes.
 A low value of cement content associated with a lower value of W/C yields both
impermeable and high strength concrete,
2.2 General
Hans-Wolf Reinhardt, Arno Pfingstner has done a research work in “COMPARISON of the
penetration WATER AND FUELS IN CONCRETE.”
2.2.1 Summary of the paper:
Two concretes with a water-cement ratio of 0.50 and a water-binder ratio of 0.29 have been
tested with respect to the water penetration according to DIN 1048 and ISO 7031 as well as to
the absorption of diesel and gasoline according to the German guideline “Concrete structures
for the handling of water contaminating substances”.
Tests were performed on plates 200 mm x 200 mm x 120 mm with water penetration in the
casting direction. ISO [ISO/DIS 7031, 1963] stipulates a pressure sequence of 0.1 MPa during
2 days, 0.3 MPa another day and 0.7 MPa one more day. DIN 1048 prescribes a constant
pressure of 0.5 MPa for 3 days. A series of specimens was kept under water for 27 days after
demoulding and tested. Another series was demoulded after one day, wrapped in plastic sheet
during 6 days and stored at 20°C/65% RH during 49 days.
Diesel and gasoline penetrations were tested according to [DEUTSCHER AUSSCHUSS FÜR
STAHLBETON, 1996]. The cylindrical specimen (d= 100, h=150mm) were cored from cubes
which were demoulded after 1 day, wrapped in plastic sheet during 6 days, and stored at
20°C/65% RH during 49 days. The cylinders were sealed on the perimeter with epoxy resin. A
glass funnel was glued on top of the cylinder and connected to a glass tube in order to allow an
almost constant fluid head of 500 mm. After this whole procedure the specimen were 70 d old.

15
2.2.3 Findings:
 If one compares the mean absorbed volume of gasoline and diesel, finds a ratio of 0.36
for concrete I and 0.37 for concrete II. These values are close to 0.44, since one has to
consider that gasoline and diesel are not pure liquids but they are rather a mixture of
about 200 individual components. The value 0.44 is particularly valid if the accessible
pore space were the same for both liquids. However, the concretes tested contain a
certain amount of water which fills the smallest pores and which may act on the two
liquids differently.
 The water-cement ratios are 0.32 and 0.5 the water-binder ratios 0.29 and 0.5, if silica
fume is mixed to have the same reactivity as cement. This means that the porosity and
the pore sizes are different for both the concretes. Although not measured the total
porosity can be evaluated by assuming that cement and silica fume have hydrated to a
degree of hydration of 90% of the possible maximum value.
 If anyone compares, water penetration into a moist specimen after 28 days with the
penetration of diesel into a specimen which was 70 days old at testing, anyone can state
more or less identical penetration depth. That this happened may be by chance but it has
been found at least for two dense concretes which are suitable for paving of similar
barriers for environmental protection. Concrete is a useful material for environmental
protection structures since it retains organic liquids in spite of its porosity. Testing of
the penetration of organic liquids is rather specialized while water penetration testing
follows a standard procedure. In various numbers of testing has shown that diesel
penetrates into a dense partly dried concrete after 72 h as much as water does in a wet
concrete. Further testing is recommended in order to prove whether this result is valid
for other concretes.
2.3 General
Dr. A.I. CARK of Delft University of Technology, Netherlands has done a research work to
determine “the influence of Silica fume and curing temperature of Water Permeability of
Concrete”
2.3.1 Summary of that paper:
Concrete samples were in form of cylinders and Germans Water Permeability Test was carried
out on these samples after they had been isothermally water cured in four different
temperatures of 5̊̊C, 22C, 39C, and 52C up to the age of 28 days. The Silica Fume content
these cylinders were 0%, 5%, and 10% of the cement content used. Results indicated that the
water permeability of concrete decreased as the silica fume of the mix increased. However, as
the curing temperature was increased up to room temperature at 22C, water permeability of
concrete decreased but as the curing temperature was increased further, water permeability of
concrete started to increase. This paper mainly presents the influence of silica fume and water
permeability of concrete, but also describes the adverse effect of high curing temperature on
water permeability of concrete.

16
The cement used was blast furnace slag cement complying with T.S.20 – C.C.32.5. Clean and
neat aggregate from a crushing plant in Besparmak Mountains of North Cyprus was used.
Ordinary drinkable tap water was used for the mixes. The silica fume used was obtained from
Antalya Electro-Metallurgy Industry Plant. The proportioning were performed by weight
batching method.
German Water Permeability test was carried out according to ISO/DIS 7031 and very similar
to CAT.C245-C246 Water permeability tests which gives the specifications according to DIN
1048. With the GWT, a sealed pressure chamber is attached to the concrete surface, boiled
water is filled into the chamber and required water pressure is applied to the surface. The
pressure is kept constant using a micro-meter gauge with the attached pin that substitutes the
water leaving the chamber, to measure the amount of water penetrating the concrete. The
difference in the gauge position over a given time is taken as a measure of the water
penetrability for a given water pressure.
In this test, as mentioned before, pressure is applied for three days, each day being different as;
1.5 bar, 2.5 Bar and 3.0 bar respectively. After the third day, the cylinder is broken axially and
the visual depth of water penetration is measured. For this experiment, the tests were done on
three cylinders that have been water cured in different temperatures of 5°C, 22°C, 39°C and
52°C for 28 days, each type containing 0%, 5% and 10% Silica fume, to test the influence of
silica fume as well as temperature. The tested concrete was cylindrical of height 10 cm and
diameter 13 cm.
2.3.3 Findings:
 The usage of silica fume was shown to give a larger amount of improvement in
permeability of water from 0% to 5% increase, but after 5% to 10% it still improved the
permeability but in a smaller rate. On the other hand, water permeability can be
observed to be highly influenced by curing temperatures. As the temperature increased
up to the room temperature 22°C, the water permeability decreased as desired, but after
that point on, it gave an adverse effect on the permeability in very high amount.
 The water permeability property of concrete was examined in this study. The water
curing temperature and silica fume content were important factors in gaining the
required water impermeability in these tests. Due to its extreme fineness and its
reactivity with the hydration product material of cement Calcium Hydroxide, silica
fume produces extra bond and fills the pores within the concrete to reduce water
permeability but as these amount increases, the reduction of water permeability is
slowly reduce due to the replacement of cement with silica fume, which is not very
much desired. On the other side as mentioned earlier, higher curing temperatures
promote early strength gain but later ages, it leads to lower final compressive strength
and higher water permeability. In this experiment, this is proved once again. In future
studies it is recommended to repeat the procedure for different factors such as different
curing ages, curing methods and temperatures. And also by the use of other mineral and
chemical admixtures may be recommended for further technical studies.

17
2.4 General
“DRYCRETE” laboratory has conducted this permeability test which gives a measure of
concrete’s resistance against the penetration of water at 28 days after casting specimens in
accordance with DIN 1048.
The below figure display the visual results of the specimens tested and a brief description is
given as to the depth of penetration and if the three specimens for each test passed or failed.
The control specimen testing had to be stopped after three hours due to water permeating
through the sides as seen in the photograph. Specimens were removed at this time and cut to
measure the depth of permeation as seen in the photo. Over three specimens, permeation
averaged 98.425 mm (3.875 inches)
(a)
(b)
Figure 2.1: These specimens are failed as water is permeating through the sides

18
SPECIMEN TREATED WITH DRYCRETE Moisture Stop:
After completion of the three day testing period, when the specimen treated with DRYCRETE
Moisture Stop, the specimens were considered passing since water was not found to have
passed through the surface opposite to the water pressure or through the sides. The treated
specimens were cut for permeation measurement at the completion of the three day testing
period. The three treated specimens were found to have an average water penetration of 5.462
mm.
(a)
(b)
Figure 2.2: After treating the specimen with Drycrete moisture stop, the water penetration came
around 5.462 mm
2.4.3 Findings:
The permeability test gives a count of concrete’s resistance against the penetration of water at
28 days after casting. These concrete specimens are exposed to a water pressure of 0.5 N/mm²
(5 bar) for a period of three days. Since, specimens are considered failed if water penetrates
through the opposing surface or through the sides. Immediately after termination of the tests,
specimens were cut and measured for the depth of water permeation.

19
 A comparison of specimens treated with DRYCRETE Moisture Stop and control
specimens with no treatment, shows an astonishing difference in permeability resistance.
 DRYCRETE Moisture Stop shows a noticeable development in penetrability resistance
and complete penetration come to an end.
 This shows a concrete strength improvement with a 17% increase in overall compressive
strength of 2500 psi concrete.
2.5 General
“Sir Dhanya B. S., Department of Civil Engineering from IIT Madras” has done a research
work on “Transport mechanisms in concrete and durability test methods.”
In this paper, he has discussed about common durability problems in concrete, transport
mechanisms in concrete (such as diffusion, permeation, water permeability, capillary water
absorption, migration/conduction, wick action, etc) and durability.
2.5.2 Experimental work:
We are only discussing about the results of German Water Permeability Test (GWT).
Method Merit Demerit
1) Pressure is not
sufficient for
impermeable concretes.
2) Water flow may not be
parallel to the gasket if
pores are present.
1) Non-destructive.
2) Both field and lab
test.
1) A sealed pressure chamber is
attached to the concrete surface.
2) Water is filled into the pressure
chamber and a specified water
pressure is applied to the surface.
3) Pressure is kept constant using
a micro-meter gauge with an
attached pin that reaches into the
chamber.

20
Coefficient of water
permeability (m/s)
Concrete quality
<10-12
Good
10-12
- 10-10
Normal
>10-10
Poor
Table 2.1: Range of coefficient of permeability for quality of concrete
1) Destructive.
2) Air compressor is
needed to keep the
pressure constant
1) Depth of water
penetration is
measured.
1) Measure of the resistance of
concrete against the penetration of
water exerting pressure.
2) The test to be done when the
age of concrete is between 28 and
35 days.
3) A water pressure of 0.5 N/mm2
is applied for a period of 3 days.
4) After the pressure is released,
the specimen is split into two and
the depth of water penetration is
noted.
DemeritMeritMethod

21
Chapter III
MATERIAL CHARACTERIZATION
3.1. INTRODUCTION:
Materials Characteristics of each and every component, i.e., cement, aggregates and water
have important role on the properties of concrete, both in fresh and hardened state. For this
reason, all the materials used in the present study have been characterized using Indian
Standard Specifications as far as possible. However, Specification of other countries has been
adopted only in cases where Indian standard Specification is not available.
Characterization of materials ensures that when they are mixed they perform their role in the
final product in the same ways is desired during design. For the present investigation, the
following ingredients have been characterized.
a) Cement
b) Fine aggregate
c) Coarse aggregate
d) Water
e) Admixture
3.2. INGREDIENTS
a) Cement:
Test procedures adopted for the determination of properties of cement and concrete varies
from country to country. Variation of test procedure and environmental condition makes direct
comparison of various test results extremely difficult.
Commercially available Portland Pozzolana Cement (PPC) conforming to IS 1489: (Part-
I):1991 from single source is used in the present work. PPC has been chosen as it is most
commonly used in India so much so that about 70% of the total cement consumption of India
is PPC. The Physical and chemical properties of PPC cement used are given in Table 3.1(a)
and Table 3.1(b).
b) Coarse Aggregate
Aggregate characteristics that are important for performance of concrete are porosity, grading,
moisture absorption, shape, crushing strength and the type of deleterious substance present in
it. These properties mainly depend on mineralogical composition of the parent rock, exposure
condition and the type of equipment used for producing the aggregate.
The physical properties of coarse aggregates are given in Table 3.2. The grading curve of
coarse aggregate is presented in Table 3.3 and Fig 3.1. Since available aggregates vary in
grading from batch to batch, a specific grading is fixed and followed throughout the
experiment.

22
c) Fine Aggregate
Locally available river sand is used in this experiment. Since commercially supplied sand vary
in grading from batch to batch, a specific grading having a fineness modulus (FM) of 2.90 is
fixed and followed throughout the experiment. This grading is conforming to zone-III as per
table 4 of IS: 383-1970(Reaffirmed 1997). Details of grading fixed vies-a-visa the limits of
zone III is depicted in Table 3.4. Grading curve of fine aggregates is presented in Fig-3.2.
d) Water
Deleterious material present in water can spoil the properties of concrete. Requirement of
water to be used in concrete has been mentioned Table I of IS 456: 2000. Potable water is used
for the present study. Table 3.5 presents the properties of water used.
e) Admixture
Aqueous solution of modified Master Glenium 77 and Sikament PL4 VC are used as
admixture. Dosage is 0.4% to 0.7% of cement content.
3.3. SUMMARY
Selection of each constituent i.e. cement, aggregates, water has their own importance in the
final properties of concrete. Characterization of each and every constituent has been finalized
based on Indian and/or international standards. The summary of this exercise is presented
below:
PPC cement of two sources has been characterized in the present study which conforms to the
respective Indian Standards.
The coarse aggregates used for this work has been derived from Amphibolites.
The fine aggregates locally available river sand having a fineness modulus (FM) 2.9 is used.
Relevant Indian Standard has been used to characterize the same.
Potable water has been used conforming to IS 456:2000 to characterize.

23
SL
No.
Parameters
Test
Results
Requirement of
IS:1489-1991(part 1)
CHEMICAL
1 Magnesia (% by mass) 1.07 Max 6.0
2 Sulphuric Anhydride (% by mass) 2.38 Max 3.0
3 Loss on Ignition (% by mass) 1.72 Max 5.0
4 Total Chlorides(% by mass) 0.035 Max 0.1
5 Insoluble Residue (% by mass) 22.8
[X+4.0(100-X)/100]
X is % Pozzolana in
PPC
PHYSICAL
1 Fineness (m2
/kg) 390 Min 300
2
Setting Time (minutes)
a. Initial 195 Min 30
b. Final 260 Max 600
3
Soundness
a. Le-Chatelier Expansion (mm) 0.5 Max 10.0
b. autoclave Expansion (%) 0.025 Max 0.8
4
Compressive Strength (Mpa)
a. 72 +/- 1 hr. (3 days) 24.2 Min 16
b. 168 +/- 2 hr. (7 days) 32.7 Min 22
c. 672 +/- 4 hr. (28 days) 46.7 Min 33
5 Normal Consistency 33.5
6 Specific Gravity 2.91
7 % of Fly Ash addition 25 15-35
Table 3.1(a): Chemical and Physical Properties of Konark (PPC)

24
SL
No.
Parameters
Test
Results
Requirement of
IS:1489-1991(part 1)
CHEMICAL
1 Magnesia (% by mass) 1.1 Max 6.0
2 Sulphuric Anhydride (% by mass) 2.3 Max 3.0
3 Loss on Ignition (% by mass) 2.0 Max 5.0
4 Total Chlorides(% by mass) 0.022 Max 0.1
5 Insoluble Residue (% by mass) 27.0
[X+4.0(100-X)/100]
X is % Pozzolana in
PPC
PHYSICAL
1 Fineness (m2
/kg) 380 Min 300
2
Setting Time (minutes)
a. Initial 190 Min 30
b. Final 255 Max 600
3
Soundness
a. Le-Chatelier Expansion (mm) 0.5 Max 10.0
b. autoclave Expansion (%) 0.02 Max 0.8
4
Compressive Strength (Mpa)
a. 72 +/- 1 hr. (3 days) 24.89 Min 16
b. 168 +/- 2 hr. (7 days) 32.44 Min 22
c. 672 +/- 4 hr. (28 days) 45.33 Min 33
5 Normal Consistency 32
6 Specific Gravity 2.91
7 % of Fly Ash addition 28 15-35
Table 3.1(b): Chemical and Physical Properties of Lafarge (PPC)

25
SL.
No.
Properties
Test Results
Reference
Documents
Acceptance
Criteria
Coarse
Aggregate
Fine
Aggregate
1 Fineness modulus 7.15 2.9 IS 2386
2
Elongation index,
Percent
7.0 - IS 2386
20% max
3
Flakiness index,
percent
10.0 - IS 2386
4 Specific Gravity 2.89 2.66 IS 2386
5
Water absorption,
percent
1.0 1.2 IS 2386
6 Crushing Value 14.4 - IS 2386 30.0
7 Impact Value 11.2 - IS 2386 30.0
Table 3.2: Physical properties of Aggregates
INDIVIDUAL GRADING (%
FINER) FOR DIFFERENT
SIZES OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 96.43 100 98.22 95-100
16 mm 61.52 100 80.76 -
12.5 mm 25.11 100 62.56 -
10 mm 11.69 90.76 51.23 25-55
4.75 mm 0.86 2.54 1.70 0-10
20mm & 10mm are to be mixed in proportion of 50:50 by weight.
Table 3.4: Grading of Coarse Aggregate
Sieve Size
% finer as per grading
fixed
Zone III Limits as per
Table 4 of IS: 383
4.75 mm 97.54 90-100
2.36 mm 95.18 85-100
1.18 mm 89.47 75-100
600 micron 65.1 60-79
300 micron 25.34 12-40
150 micron 2.2 0-10
Table 3.4: Grading of Fine Aggregate

26
SL. No. Description
Test
results
Reference
document
Acceptance
criteria
1 Organic (mg/l) 160
IS : 456 &
IS : 3025
200
2 Inorganic (mg/l) 1175
IS : 456 &
IS : 3025
3000
3 Sulphates (as SO3) (mg/l) 52
IS : 456 &
IS : 3025
400
4 Chlorides (as Cl) (mg/l) 245
IS : 456 &
IS : 3025
500 for
reinforced
concrete work
5 Suspended matter (mg/l) 34
IS : 456 &
IS : 3025
2000
6 pH 7
IS : 456 &
IS : 3025
Greater than 6
7
Quantity of 0.01 Normal
NaOH to neutralize 200 ml
sample of water using
Phenolphthalein as an Indicator
1.2
IS : 456 &
IS : 3025
Less than 25 ml
8
Quantity of 0.02 Normal
H2SO4 to neutralize 100 ml
sample of water using
Phenolphthalein as an Indicator
4.5
IS : 456 &
IS : 3025
Less than 25 ml
Table 3.5: Properties of Water

27
Figure 3.1: Particle Size Distribution of Coarse Aggregates
Figure 3.2: Particle Size Distribution of Fine Aggregates
0
20
40
60
80
100
0.010.1110100
Grain Size (mm)
PercentFiner(%)
0
20
40
60
80
100
0.0010.010.1110
Grain Size (mm)
PercentFiner(%)

28
Chapter IV
EXPERIMENTAL PROGRAMME
MIX DESIGN
DESIGN DATA: i) Grade of Concrete: M-25
ii) Degree of quality control as per Table-8 of IS-456:2000
iii) Slump: 100-120 mm
The following materials are used in trial mixes:
i) Type of cement : PPC (Brand-Lafarge)
ii) Specific Gravity of cement : 2.91
iii) Initial Setting Time = 190 Minute
iv) Final setting Time = 255 Minute
v) Compressive Strength of Cement at 3 days = 24.89MPa
vi) Compressive Strength of Cement at 7 days = 32.44MPa & at 28 days = 45.33 Mpa
vii) Specific Gravity of-
Coarse aggregate : 2.88
Fine aggregate : 2.65
viii) Water absorption of coarse aggregate = 0.9 %
ix) Water absorption of fine aggregate = 1.85 %
x) Grading of coarse aggregate
The mix design was carried out with the following grading:
FINER) FOR DIFFERENT SIZES
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 96.43 100 98.22 95-100
16 mm 61.52 100 80.76 -
12.5 mm 25.11 100 62.56 -
10 mm 11.69 90.76 51.23 25-55
4.75 mm 0.86 2.54 1.70 0-10

29
xi) Grading of fine aggregate:
Sieve Size
(mm)
% Finer Permissible Limit Remarks
10 100 100 Conforms to grading zone III of
IS: 383-19704.75 97.54 90-100
2.36 95.18 85-100
1.18 89.47 75-100
0.6 65.1 60-79
0.3 25.34 12-40
0.15 2.2 0-10
TARGET MEAN STRENGTH OF CONCRETE
Target mean strength = fck + t x s (As per IS: 10262)
= 25 + 1.65 x 4 = 31.6 N/mm2
Where, fck = Characteristic compressive strength
t = 1.65 from table-2 of IS: 10262-1982
s = Standard Deviation
= 4 as per Table 8 of IS-456:2000
MIX DESIGN
Mix design has been carried out in general following the guidelines of IS 10262 and SP-23
Try with water cement ratio = 0.35
Cement content = 350 kg/m3
Water content = (0.35 x 350) = 122.5 kg/m3
p = Sand as percentage of total aggregate are calculate by absolute = 37%
The quantities of fine and coarse aggregate are calculated from the equation given below
V = {W + C/Sc + 1/p x Fa/Sfa} 1/1000 for fine aggregate
V = {W + C/Sc + 1/(1-p) x Ca/ Sca} 1/1000 for coarse aggregate
Where,
V = volume of fresh concrete, i.e. gross volume, m3
= volume of
entrapped air
W = mass of water per m3
of concrete (kg)
C = mass of cement per m3
of concrete (kg)
Sc = specific gravity of cement
p = ratio of fine aggregate to total aggregate by absolute volume.
For, Fa = Total quantity of fine aggregate per m3
of concrete, respectively (kg)
Sfa, Sca = Specific gravity of saturated surface dry fine and coarse aggregate
Ca = Total quantity of coarse aggregate per m3
of concrete, respectively
(kg)

30
Entrapped air, as percentage of volume of concrete is 2.0 percent for 20mm nominal
maximum size of aggregate as per Table-3 of IS: 10262-1982.
0.98 = [122.5+ 350/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 723 kg
0.98 = [122.5+ 350/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1338 kg
FINAL MIX PROPORTION BY WEIGHT
The mix proportions are to be adjusted for free moisture of fine aggregate and
moisture absorption of coarse aggregate. Admixture SIKAMENT PL4 VC was added
@ 0.45% by weight of cement.
The characteristics of fresh mix are as follows
Slump : 110 mm
Consistency : Cohesive
Average 7 day cube compressive strength = 24.44 Mpa was obtained.
The above mix is suggested for the M-25 grade concrete.
Water Cement Fine aggregate Coarse aggregate
122.5 350 723 1338
0.35 1 2.07 3.82

31
4.1 Findings:
The mix design was carried out with 350 kg cement (PPC) having 0.35 water-cement ratio
with admixture. 2 sets (12 no’s) cube were taken, 9 cubes for 7 days, 28 days and 5̊̊6 days
compressive strength, respectively. The other 3 cubes was tested for water permeability by
DIN 1048 (part V) method at the age of 28 days.
Tests were performed on cube mould (150 mm x 150 mm x 150 mm) with water penetration in
the casting direction and a constant pressure of 0.5 MPa was given for 3 days. After the
pressure is released, the specimen is split into two and the depth of water penetration is noted.
Figure 4.1: All the cubes (36 no’s) with various cement content & w/c ratio

32
MIX DESIGN
i) Type of cement : PPC (Brand-Konark)
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 97.18 100 98.59 95-100
16 mm 60.32 100 80.16 -
12.5 mm 25.74 100 62.87 -
10 mm 10.65 92.14 51.40 25-55
4.75 mm 0.41 1.65 1.03 0-10
Sieve Size
(mm)
IS: 383-19704.75 98.9 90-100
2.36 97.6 85-100
1.18 95.8 75-100
0.6 66.2 60-79
0.3 29.7 12-40
0.15 2.3 0-10

33
= 25 + 1.65 x 4 = 31.6 N/mm2
t = 1.65 from table-2 of IS: 10262-1982
MIX DESIGN
Water content = (0.4 x 350) = 140 kg/m3
Where,
= volume of
entrapped air
of concrete (kg)
of concrete (kg)
(kg)
0.98 = [140+ 350/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 706 kg
0.98 = [140+ 350/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1306 kg

34
Slump : 110 mm
140 350 706 1306
0.4 1 2.02 3.73
4.2 Findings:
The mix design was carried out with 350 kg cement (PPC) having 0.4 water-cement ratio with
admixture. 2 sets (12 no’s) cube were taken, 9 cubes for 7 days, 28 days and 5̊̊6 days
Figure 4.2: The cube was splitted into two and the depth of water penetration was noted as 15 mm

35
MIX DESIGN
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 97.18 100 98.59 95-100
16 mm 60.32 100 80.16 -
12.5 mm 25.74 100 62.87 -
10 mm 10.65 92.14 51.40 25-55
4.75 mm 0.41 1.65 1.03 0-10
Sieve Size
(mm)
IS: 383-19704.75 98.9 90-100
2.36 97.6 85-100
1.18 95.8 75-100
0.6 66.2 60-79
0.3 29.7 12-40
0.15 2.3 0-10

36
= 25 + 1.65 x 4 = 31.6 N/mm2
t = 1.65 from table-2 of IS: 10262-1982
MIX DESIGN
Where,
= volume of
entrapped air
of concrete (kg)
of concrete (kg)
(kg)
0.98 = [157.5+ 350/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 689 kg
0.98 = [157.5+ 350/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1274 kg

37
Slump : 120 mm
157.5 350 689 1274
0.45 1 1.97 3.64
Figure 4.3(a): Concrete mixer machine while taking cubes

38
4.3 Findings:
Figure 4.3(b): Water penetration is 19 mm for 350 kg cement & 0.45 w/c ratio

39
MIX DESIGN
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 96.43 100 98.22 95-100
16 mm 61.52 100 80.76 -
12.5 mm 25.11 100 62.56 -
10 mm 11.69 90.76 51.23 25-55
4.75 mm 0.86 2.54 1.70 0-10
Sieve Size
(mm)
IS: 383-19704.75 97.54 90-100
2.36 95.18 85-100
1.18 89.47 75-100
0.6 65.1 60-79
0.3 25.34 12-40
0.15 2.2 0-10

40
= 20 + 1.65 x 4 = 26.6 N/mm2
t = 1.65 from table-2 of IS: 10262-1982
MIX DESIGN
Where,
= volume of
entrapped air
of concrete (kg)
of concrete (kg)
(kg)
0.98 = [175+ 350/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 671 kg
0.98 = [175+ 350/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1242 kg

41
Slump : 120 mm
Figure 4.4(a): Photograph taken while taking concrete cubes
175 350 671 1242
0.5 1 1.92 3.55

42
4.4 Findings:
The mix design was carried out with 350 kg cement (PPC) having 0.5 water-cement
ratio with admixture. 2 sets (12 no’s) cube were taken, 9 cubes for 7 days, 28 days
and 56 days compressive strength, respectively. The other 3 cubes was tested for
water permeability by DIN 1048 (part V) method at the age of 28 days.
Tests were performed on cube mould (150 mm x 150 mm x 150 mm) with water
penetration in the casting direction and a constant pressure of 0.5 MPa was given for
3 days. After the pressure is released, the specimen is split into two and the depth of
water penetration is noted.

43
MIX DESIGN
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 96.43 100 98.22 95-100
16 mm 61.52 100 80.76 -
12.5 mm 25.11 100 62.56 -
10 mm 11.69 90.76 51.23 25-55
4.75 mm 0.86 2.54 1.70 0-10
Sieve Size
(mm)
IS: 383-19704.75 97.54 90-100
2.36 95.18 85-100
1.18 89.47 75-100
0.6 65.1 60-79
0.3 25.34 12-40
0.15 2.2 0-10

44
= 35 + 1.65 x 5 = 43.25 N/mm2
t = 1.65 from table-2 of IS: 10262-1982
MIX DESIGN
Where,
= volume of
entrapped air
of concrete (kg)
of concrete (kg)
(kg)
0.98 = [140+ 400/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 689 kg
0.98 = [140+ 400/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1275 kg

45
moisture absorption of coarse aggregate. Admixture MASTER GLENIUM 77 was
added @ 0.53% by weight of cement.
Slump : 100 mm
140 400 689 1275
0.35 1 1.72 3.19
Figure 4.5(a): Slump 100mm

46
4.5 Findings:
Figure 4.5(b): A constant pressure of 0.5 MPa was given for 3 days

47
MIX DESIGN
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 96.45 100 98.23 95-100
16 mm 58.28 100 79.14 -
12.5 mm 27.25 100 63.63 -
10 mm 11.02 89.65 50.34 25-55
4.75 mm 0.45 1.65 1.05 0-10
Sieve Size
(mm)
IS: 383-19704.75 98.7 90-100
2.36 92.4 85-100
1.18 85.5 75-100
0.6 62.9 60-79
0.3 17.6 12-40
0.15 1.7 0-10

48
= 30 + 1.65 x 5 = 38.25 N/mm2
t = 1.65 from table-2 of IS: 10262-1982
MIX DESIGN
Where,
= volume of
entrapped air
of concrete (kg)
of concrete (kg)
(kg)
0.98 = [160+ 400/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 669 kg
0.98 = [160+ 400/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1238 kg

49
Slump : 110 mm
160 400 669 1238
0.4 1 1.67 3.10
Figure 4.6(a): Concrete cubes curing vat

50
4.6 Findings:

51
MIX DESIGN
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 96.45 100 98.23 95-100
16 mm 58.28 100 79.14 -
12.5 mm 27.25 100 63.63 -
10 mm 11.02 89.65 50.34 25-55
4.75 mm 0.45 1.65 1.05 0-10
Sieve Size
(mm)
IS: 383-19704.75 98.7 90-100
2.36 92.4 85-100
1.18 85.5 75-100
0.6 62.9 60-79
0.3 17.6 12-40
0.15 1.7 0-10

52
= 30 + 1.65 x 5 = 38.25 N/mm2
t = 1.65 from table-2 of IS: 10262-1982
MIX DESIGN
Where,
= volume of
entrapped air
of concrete (kg)
of concrete (kg)
(kg)
0.98 = [180+ 400/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 650 kg
0.98 = [180+ 400/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1202 kg

53
Slump : 130 mm
180 400 650 1202
0.45 1 1.62 3.01
4.7 Findings:
Figure 4.7: Water penetration is 18 mm for 400 kg cement & 0.45 w/c ratio

54
MIX DESIGN
i) Type of cement : PPC (Brand- Lafarge)
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 96.43 100 98.22 95-100
16 mm 61.52 100 80.76 -
12.5 mm 25.11 100 62.56 -
10 mm 11.69 90.76 51.23 25-55
4.75 mm 0.86 2.54 1.70 0-10
Sieve Size
(mm)
IS: 383-19704.75 97.54 90-100
2.36 95.18 85-100
1.18 89.47 75-100
0.6 65.1 60-79
0.3 25.34 12-40
0.15 2.2 0-10

55
= 25 + 1.65 x 4 = 31.6 N/mm2
t = 1.65 from table-2 of IS: 10262-1982
MIX DESIGN
Where,
= volume of
entrapped air
of concrete (kg)
of concrete (kg)
(kg)
0.98 = [200+ 400/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 630 kg
0.98 = [200+ 400/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1166 kg

56
Slump : 130 mm
200 400 630 1166
0.5 1 1.58 2.91
4.8 Findings:

57
MIX DESIGN
i) Type of cement : PPC (Brand- Lafarge)
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 94.69 100 97.35 95-100
16 mm 64.82 100 82.41 -
12.5 mm 27.55 100 63.78 -
10 mm 10.21 88.54 49.38 25-55
4.75 mm 0.88 3.9 2.39 0-10
Sieve Size
(mm)
IS: 383-19704.75 95.13 90-100
2.36 95.13 85-100
1.18 82.52 75-100
0.6 63.74 60-79
0.3 26.77 12-40
0.15 3.1 0-10

58
= 40 + 1.65 x 5 = 48.25 N/mm2
t = 1.65 from table-2 of IS: 10262-1982
MIX DESIGN
Where,
= volume of
entrapped air
of concrete (kg)
of concrete (kg)
(kg)
0.98 = [157.5+ 450/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 655 kg
0.98 = [157.5+ 450/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1212 kg

59
moisture absorption of coarse aggregate. Admixture SIKA VISCOCRETE 2004 NS
was added @ 0.7% by weight of cement.
Slump : 110 mm
157.5 450 655 1212
0.35 1 1.46 2.69
4.9 Findings:

60
MIX DESIGN
OF AGGREGATES
COMBINED
GRADING
(% FINER)
PERMISSIBLE
LIMIT
(% FINER)
SIEVE
SIZE
20 mm 10 mm
40 mm 100 100 100 100
20 mm 96.69 100 97.35 95-100
16 mm 64.82 100 82.41 -
12.5 mm 27.55 100 63.78 -
10 mm 10.21 88.54 49.38 25-55
4.75 mm 0.88 3.9 2.39 0-10
Sieve Size
(mm)
IS: 383-19704.75 95.13 90-100
2.36 95.13 85-100
1.18 82.52 75-100
0.6 63.74 60-79
0.3 26.77 12-40
0.15 3.1 0-10

61
= 35 + 1.65 x 5 = 43.25 N/mm2
t = 1.65 from table-2 of IS: 10262-1982
MIX DESIGN
Where,
= volume of
entrapped air
of concrete (kg)
of concrete (kg)
(kg)
0.98 = [180+ 450/2.91 + 1/0.37 X Fa/2.65 ] X 1/1000
Fa = 633 kg
0.98 = [180+ 450/2.91 + 1/0.63 X Ca/2.88 ] X 1/1000
Ca = 1171 kg

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