High strength pdf.pdf

Project Team Members
Anik Yadav
09103009
Shayon Ghosh
09102072
Dr B R Ambedkar National Institute of
Technology
Batch
2009-2013
HIGH STRENGTH (M70) AND HIGH
PERFORMANCE CONCRETE
Final Year Project Report.

High strength (M70) and High Performance Concrete
Page 1
Acknowledgement
We take immense pleasure in thanking Professor Dr S .P
Singh, Head Department of Civil Engineering NITJ who had been
a source of inspiration and for his timely guidance in the
conduct of our Project.We would also like to thank Faculty
Members of Department of Civil Engineering NIT Jalandharfor
their guidance and for providing required resources to complete
our Project successfully.

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We wish to express our deep sense of gratitude to Non-teaching
Faculty of Department of Civil Engineering NIJ for facilitating us
and helping us to completing the project work, successfully.
Content
Page
Introduction 3-4
Properties of High performance Concrete 4-7
Methods for achieving High Performance 7-8

Page 3
High-performance Concrete Parameters. 8-9
Material Selection 9-16
Mix Proportion 16-18
Objective 18-19
Mix Design of M70 19-23
Laboratory tests 24-26
Preparation of Mix 26-31
Test Results 31-33
Graphs 33-36
Conclusion 37

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High strength (M70) and
High Performance Concrete
C O N C R E T E I S D E F I N E D A S “ H I G H - S T R E N G T H C O N C R E T E ”
S O L E L Y O N T H E B A S I S O F I T S C O M P R E S S I V E S T R E N G T H
M E A S U R E D A T A G I V E N A G E .
High performance concrete (HPC) for concrete mixtures possessing high
workability, high durability and high ultimate strength. Concrete, whose
ingredients, proportions and production methods are specifically chosen
to meet special performance and uniformity requirements that cannot be
always achieved routinely by using only conventional materials, like,
cement, aggregates, water and chemical admixtures, and adopting
normal mixing, placing and curing practices. These performance
requirements can be high strength, high early strength, high workability,
low permeability and high durability for severe service environments, etc.
or combinations thereof. Production and use of such concrete in the field
necessitates high degree of uniformity between batches and very
stringent quality control.
High performance concrete (HPC) is a specialized series of concrete
designed to provide several benefits in the

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construction of concrete structures that cannot always be
achieved routinely using conventional ingredients, normal mixing and
curing practices. In the other words a high performance concrete is a
concrete in which certain characteristics are developed for a particular
application and environment, so that it will give excellent performance in
the structure in which it will be placed, in the environment to which it will
be exposed, and with the loads to which it will be subjected during its
design life. It includes concrete that provides either substantially
improved resistance to environmental influences (durability in service) or
substantially increased structural capacity
while maintaining adequate durability. It may also include concrete, which
significantly reduces construction time without compromising long-term
serviceability. While high strength concrete, aims at enhancing strength
and consequent advantages owing to improved strength, the term high-
performance concrete (HPC) is used to refer to concrete of required
performance for the majority of construction applications without
compromising long-term serviceability. While high strength concrete,
aims at enhancing strength and consequent advantages owing to
improved strength, the term high-performance concrete (HPC) is used to

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refer to concrete of required performance for the majority of construction
applications.
Properties of High performance Concrete
• High modulus of elasticity
• High abrasion resistance
• High durability and long life in severe environments
• Low permeability and diffusion
• Resistance to chemical attack
• High resistance to frost and deicer scaling damage
• Toughness and impact resistance
• Ease of placement
• Chemical Attack
• Carbonation

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High Modulus of elasticity
The modulus of elasticity is a very important mechanical property of
concrete. The higher the value of the modulus, the stiffer the material is.
Thus, comparing a high performance concrete to a normal strength
concrete, it is seen that the elastic modulus for high performance
concrete will be higher, thereby making it a stiffer type of concrete.
Stiffness is a desirable property for concrete to have because the
deflection a structure may experience will be decreased. However,
deformations, such as creep, increase in high strength concrete
High abrasion resistance
Abrasion resistance is directly related to the strength of concrete. This
makes high strength HPC ideal for abrasive environments. The abrasion
resistance of HPC incorporating silica fume is especially high. This makes
silica fume concrete particularly useful for spillways and stilling basins,
and concrete pavements or concrete pavement overlays subjected to
heavy or abrasive traffic.
High durability and long life in severe environments.

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Durability problems of ordinary concrete can be associated with the
severity of the environment and the use of inappropriate high
water/binder ratios. High-performance concrete that have a water/binder
ratio between 0.30 and 0.40 are usually more durable than ordinary
concrete not only because they are less porous, but also because their
capillary and pore networks are somewhat disconnected due to the
development of self-desiccation. In high-performance concrete (HPC),
the penetration of aggressive agents is quite difficult and only superficial
Low permeability and diffusion
The durability and service life of concrete exposed to weather is related
to the permeability of the cover concrete protecting the reinforcement.
HPC typically has very low permeability to air, water, and chloride ions.
Low permeability is often specified through the use of a coulomb value,
such as a maximum of 1000 coulombs.The dense pore structure of high-
performance concrete, which makes it so impermeable, gives it
characteristics that make it eminently suitable for uses where a high
quality concrete would not normally be considered
Resistance to chemical attack
For resistance to chemical attack on most structures, HPC offers a much
improved performance. Resistance to various sulfates is achieved
primarily by the use of a dense, strong concrete of very low permeability

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and low water-to-cementing materials ratio; these are all characteristics
of HPC. Similarly resistance to acid from wastes is also much improved.
High resistance to frost and deicer scaling damage
Because of its very low water-cementing materials ratio (less than 0.30),
it is widely believed that HPC should be highly resistant to both scaling
and physical breakup due to freezing and thawing. There is ample
evidence that properly air-entrained high performance concretes are
highly resistant to freezing and thawing and to scaling
Toughness and impact resistance
Both normal-strength concrete and high-strength concrete are brittle,
with the degree of brittleness increasing with increasing strength. The
dynamic mechanical performance of high-strength concrete (HSC) under
impact or fatigue loading has received increasing attention in recent
years because of the rapid adoption of higher strength concrete in
bridges, pavements, and marine structures, and several researchers have
studied the impact or fatigue performance of concrete.
Many experimental results have indicated that the characteristics and
microstructure of both the interfacial zone and the bulk HSC are
improved by incorporating silica fume. As well, the addition of steel
fibers can effectively restrain the initiation and propagation of crack
under stress, and improve the toughness.
Ease of Placement

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High performance concrete can also be highly workable self-compacting
concrete which is type of HPC which can be easily placed even dense
reinforcement where vibrators can’t be used.
Chemical Attack
For resistance to chemical attack on most structures, HPC offers a much
improved performance. Resistance to various sulfates is achieved
primarily by the use of a dense, strong concrete of very low permeability
and low water-to-cementing materials ratio; these are all characteristics
of HPC. Similarlyresistance to acid from wastes is also much improved
Carbonation
HPC has a very good resistance to carbonation due to its low
permeability. It was determined that after 17 years the concrete in the CN
Tower in Toronto had carbonated to an average depth of 6 mm (0.24 in.).
The concrete mixture in the CN Tower had a water-cement ratio of 0.42.
For a cover to the reinforcement of 35 mm (1.4 in.), this concrete would
provide corrosion protection for 500 years. For the lower water
cementing materials ratios common to HPC, significantly longer times to
corrosion would result, assuming a crack free structure. In practical
terms, uncracked HPC cover concrete is immune to carbonation to a
depth that would

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Methods for achieving High Performance
In general, better durability performance has been achieved by using
high-strength, low
W/c ratio concrete. Though in this approach the design is based on
strength and the result is better durability, it is desirable that the high
performance, namely, the durability, is addressed directly by optimizing
critical parameters such as the practical size of the required materials.
Two approaches to achieve durability through different techniques are as
follows.
1. Reducing the capillary pore system such that no fluid movement can
occur is the first approach. This is very difficult to realize and all concrete
will have some interconnected pores.
2. Creating chemically active binding sites which prevent transport of
aggressive ions such as chlorides is the second more effective method.

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High-performance Concrete Parameters.
Permeation is a major factor that causes premature deterioration of
concrete structures.
The provision of high-performance concrete must center on minimizing
permeation through proportioning methods and suitable construction
procedures (curing) to ensure that the exposure conditions do not cause
ingress of moisture and other agents responsible for deterioration.
It is important to identify the dominant transport phenomenon and
design the mix proportion with the aim of reducing that transport
mechanism which is dominant to a predefined acceptable performance
limit based on permeability.
9The parameter to be controlled for achieving the required performance
criteria could be any of the following.
(1) Water/ (cement + mineral admixture) ratio
(2) Strength

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(3) Densification of cement paste
(4) Elimination of bleeding
(5) Homogeneity of the mix
(6) Particle size distribution
(7) Dispersion of cement in the fresh mix
(8) Stronger transition zone
(9) Low free lime content
(10) Very little free water in hardened concrete
Material Selection
The main ingredients of HPC are almost the same as that of conventional
concrete.
These are
1) Cement
2) Fine aggregate
3) Coarse aggregate
4) Water

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5) Mineral admixtures (fine filler and/or pozzolanic supplementary
cementation materials)
6) Chemical admixtures (plasticizers, superplastisizers, retarders, air-
entraining agents)
Cement
There are two important requirements for any cement: (a) strength
development with time and (b) facilitating appropriate rheological
characteristics when fresh.
1) High C3A content in cement generally leads to a rapid loss of flow in
fresh concrete. Therefore, high C3A content should be avoided in
cements used for HPC.
2) The total amount of soluble sulphate present in cement is a
fundamental consideration for the suitability of cement for HPC.

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3) The fineness of cement is the critical parameter. Increasing fineness
increases early strength development, but may lead to rheological
deficiency.
4) The super plasticizer used in HPC should have long molecular chain in
which the sulphonate group occupies the beta position in the poly
condensate of formaldehyde and melamine sulphonate or that of
naphthalene sulphonate.
5) The compatibility of cement with retarders, if used, is an important
requirement.
Coarse aggregates
The important parameters of coarse aggregate that influence the
performance of concrete are its shape, texture and the maximum size.
Since the aggregate is generally strongerthan the paste, its strength is
not a major factor for normal strength concrete, or for HES and VES
concretes. However, the aggregate strength becomes important in the
case of highperformance concrete. Surface texture and mineralogy affect
the bond between the aggregates and the paste as well as the stress level

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at which micro cracking begins. The surface texture, therefore, may also
affect the modulus of elasticity, the shape of the stress-strain curve and
to a lesser degree, the compressive strength of concrete. Since bond
strength increases at a slower rate than compressive strength, these
effects will be more pronounced in HES and VES concretes. Tensile
strengths may be very sensitive to differences in aggregate surface
texture and surface area per unit volume.
Fine aggregate
Fine aggregates (FA) with a rounded particle shape and smooth texture
have been found to require less mixing water in concrete and for this
reason are preferable in HSC. HSC typically contain such high contents of
fine cementations materials that the grading of the FA used is relatively
unimportant. However, it is sometimes helpful to increase the fineness
modulus (FM) as the lower FM of FA can give the concrete a sticky
consistency (i.e. making concrete difficult to compact) and less workable
fresh concrete with a greater water demand. Therefore, sand with a FM of
about 3.0 is usually preferred for HSC (ACI 363R, 1992).
Compressive strength of coarse aggregate
To make high-strength concrete we must obviously use coarse aggregate
that has a high compressive strength to prevent rupture from occurring

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in the coarse aggregate. We must therefore find coarse aggregates that
come from quarries that produce rocks with compressive strengths above
16,500 psi7 and absolutely avoid rocks that are too soft or which present
cleavage planes. So before making laboratory trial batches, we should
determine the compressive strengths of all the coarse aggregates
economically available. Yet, as already noted, it is not necessarily the
strongest coarse aggregate which will produce the strongest concrete,
since the bond of the hydrated cement to that same aggregate must be
taken into account.
Shape of coarse aggregate
Because the bond between the coarse aggregate and the hydrated cement
is more of a mechanical type at the beginning, to make high-strength
concrete we ought to use a cubically shaped crushed stone rather than a
natural gravel or a crushed gravel. The type of crusher used by the
aggregate producer is important in this respect. Furthermore, the
surfaces of the coarse aggregate must be clean and free of any dust
which would impair mechanical bonding. In certain cases, washing of the
aggregate may prove necessary. Careful examination of aggregate
samples from local quarries is sufficient to choose the coarse aggregate
that offers the most useful characteristics from this point of view.
Maximum size of coarse aggregate
We could show that for a given aggregate there is a relation between its
maximum diameter and the maximum compressive strength possible
from concrete made with it. The absolute maximum strength seems to be
obtained with aggregates having a maximum size of 3⁄8 or 1⁄2 inch.8

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Standard coarse aggregates of Number 4 to- 3⁄8-inch 9 or Number 4-to-
5⁄8-inch10 sizes are the most suitable.
Effect of Aggregate Type
The intrinsic strength of coarse aggregate is not an important factor if
water-cementratio falls within the range of 0.50 to 0.70, primarily due to
the fact that the cement-aggregate bond or the hydrated cement paste
fails long before aggregates do.It is, however, not true for very high
strength concretes with very low water-cement ratio of 0.20 to 0.30. For
such concretes, aggregates can assume the weaker-link role and fail in
the form of trans granular fractures on the failure surface. However, the
aggregate minerals must be strong, unaltered, and fine grained in order
to be suitable for very high strength concrete. Intra- and inter-granular
fissures partially decomposed coarse-grained minerals, and the presence
of cleavages and lamination planes tend to weaken the aggregate, and
therefore the ultimate strength of the concrete.
The compressive strength and elastic modulus of concrete are
significantly influencedby the mineralogical characteristics of the

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aggregates. Crushed aggregates from fine-grained debris and limestone
give the best results. Concretes made from smooth river gravel and from
crushed granite containing inclusions of a soft mineral are relatively
weaker in strength. There exists a good correlation between the
compressive strength of coarse aggregate and its soundness expressed
in terms of weight loss. There exists a close correlation between the
mean compressive strengths of the aggregate and the compressive
strength of the concrete, ranging from 35 to 75 MPa, at both 7 days and
28 days of age.
Effect of Aggregate Size
The use of larger maximum nominal size of aggregate affects the
strength in several ways. First, since larger aggregates have less specific
surface area and the aggregate-pastebond strength is less, the
compressive strength of concrete is reduced. Secondly, for a given
volume of concrete, using larger aggregate results in a smaller volume of
paste thereby providing more restraint to volume changes of the paste.
This may induce additional stresses in the paste, resulting in micro cracks
prior to application of load, which may be a critical factor in very high

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strength (VHS) concretes. Therefore, it is the general consensus that
smaller size aggregate should be used to produce high performance
concrete.
It is generally suggested that 10 to 12 mm is the appropriate maximum
size of aggregates for making high strength concrete. However, adequate
performance and economy can also be achieved with 20 to 25 mm
maximum size graded aggregates by proper proportioning with a mid-
range or high-range water reducer, high volume blended cements, and
coarse ground Portland cement. Change in emphasis from water-
cementations material ratio versus strength relation to water-content
versus durability relation will provide the incentive for much closer
control of aggregate grading than in the current practices. A substantial
reduction in water requirement can be achieved by using a well-graded
aggregate.
Mineral admixtures
Mineral admixtures form an essential part of the high-performance
concrete mix. These are used for various purposes, depending upon their

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properties. More than the chemical composition, mineralogical and
granulometric characteristics determine the influence of mineral
admixture's role in enhancing properties of concrete. The fly ash (FA), the
ground granulated blast furnace slag (GGBS) and the silica fume (SF) has
been used widely as supplementary cementations materials in high
performance concrete. These mineral admixtures, typically fly ash and
silica fume (also called condensed silica or micro silica), reduce the
permeability of concrete to carbon dioxide (CO2) and chloride-ion
penetration without much change in the total porosity.
These pozzolanas react with OPC in two ways-by altering hydration
process through alkali activated reaction kinetics of a pozzolanas called
pozzolanic reaction and by micro filler effect. In pozzolanic reaction the
pozzolanas react with calcium hydroxide, Ca(OH)2, (free lime) liberated
during hydration of cement, which comprises up to 25 per cent of the
hydration product, and the water to fill voids with more calcium-silicate-
hydrate (non-evaporable water) that binds the aggregate particles
together.

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The pozzolanas may also react with other alkalis such as sodium and
potassiumhydroxides present in the cement paste. These reactions
reduce permeability, decrease the amounts of otherwise harmful free lime
and other alkalis in the paste, decrease free water content, thus increase
the strength and improve the durability.
Fly ash used as a partial replacement for cement in concrete, provides
very good performance. Concrete is durable with continued increase in
compressive strength beyond 28 days. There is little evidence of
carbonation, it has low to average permeability and good resistance to
chloride-ion penetration. Chloride-ion penetration rating of high volume
fly ash (HVFA) concrete is less than 2000 coulombs, which indicate a very
low permeability concrete.
It continues to improve because many fly ash particles react very slowly,
pushing the coulomb value lower and lower. Silica fume not only provides
an extremely rapid pozzolanic reaction, but its very fine size also
provides a beneficial contribution to concrete. Silica fume tends to
improve both mechanical properties and durability. Silica fume concretes
continue to gain strength under a variety of curing conditions, including

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unfavorable ones. Thus the concretes with silica fume appear to be more
robust to early drying than similar concretes that do not contain silica
fume. Silica fume is normally used in combination with high-range water
reducers and increase achievable strength levels dramatically.
Since no interaction between silica fume, ground granulated blast-
furnace slag and fly ash occurs, and each component manifests its own
cementations properties as hydration proceeds, higher strength and
better flow ability can be achieved by adding a combination of SF, FA and
GGBFS to OPC which provides, a system with wider particle-size
distribution. HVFA concrete incorporating SF exceeds performance of
concrete with only FA. The key to developing OPC-FA-SF and OPC-GBSF-
SF concretes without reduction in strength is to incorporate within the
mixture adequate amounts of OPC and water. Using both silica fume and
fly ash, the strength at 12 hours has been found to improve suddenly
over similar mixes with silica fume alone. This phenomenon has been
attributed to the liberation of soluble alkalis from the surface of the fly
ash.

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Admixtures
High Range Water Reducing Admixtures (HRWA) :These are the second
generation admixture and also called as Super plasticizers. These are
synthetic chemical products made from organic sulphonate of type RSO3,
where R is complex organic group of higher molecular weight produced
under carefully controlled condition:
The commonly used super plasticizer are as follows:
i) Sulphonate melamine formaldehyde condensate (S M F C)
ii) Sulphonated napthalene formaldehyde condensate (S N F C)
iii) Modified ligno-sulphonates and other sulphonic esters, acids
etc.
iv) Polycarboxylate Ether Polymer (PCE)
Reduction in W/c Ratio is as follows against the different water reducers
admixtures:
1.Water Reducer Admixture: 5-12% Reduction of water.
2.Melamine/Naphthalene based admixtures: It reduces water 16-25 %.

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3. Polycarboxylate ether polymer based admixture: It reduces water 20 to
35%.
The main objectives for using superplasticizers are the following.
(i) To produce highly dense concrete to ensure very low permeability with
adequate resistance to freezing-hawing.
(ii) To minimize the effect of heat of hydration by lowering the cement
content.
(iii) To produce concrete with low air content and high workability to
ensure high bond strength.
(iv) To lower the water-cement ratio in order to keep the effect of creep
and shrinkage to a minimum.
(v) To produce concrete of lowest possible porosity to protect it against
external attacks.
(vi) To keep alkali content low enough for protection against alkali-
aggregate reaction and to keep sulphate and chloride contents as low as
possible for prevention of reinforcement corrosion.
(vii) To produce pump able yet non-segregating type concrete.

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(viii) To overcome the problems of reduced workability in fiber reinforce
concrete and shotcrete.
(ix) To provide high degree of workability to the concretes having mineral
additives with very low water-cementations material ratios.
(x) To produce highly ductile and acid resistant polymer (acrylic latex)
concrete with adequate workability and strength.
The following types of superplastisizers are used.
• Naphthalene-based
• Melamine-based
• Ligno-sulphonates-based
• Polycarboxylate-based
• Combinations of above
Mix Proportion
The main difference between mix designs of HPC and CC is the emphasis
laid on performance aspect also (in fresh as well as hardened stages of
concrete) besides strength, in case of HPC, whereas in design of CC

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mixes, strength of concrete is an important criterion. By imposing the
limitations on maximum water–cement ratio, minimum cement content,
workability (slum, flow table, compaction factor, and Vee-Bee
consistency), etc., it is sought to assure performance of CC; rarely any
specific tests are conducted to measure the durability aspects of CC,
during the mix design. In HPC, however, besides strength, durability
considerations are given utmost importance. To achieve high durability of
HPC, the mix design of HPC should be based on the following
considerations:
i) The water-binder (w/b) ratio should be as less as possible, preferably
0.3 and below.
ii) The workability of concrete mix should be enough to obtain good
compaction (use suitable chemical admixtures such as super plasticizer
(SP)).
iii) The transition zone between aggregate and cement paste should be
strengthened (add fine fillers such as silica fume (SF)).
iv) The microstructure of cement concrete should be made dense and
impermeable (add pozzolanic materials such as fly ash (FA), ground
granulated blast furnace slag powder

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(GGBFSP), SF, etc.)
v) Proper curing regime of concrete should be established (this is to
overcome the problemsassociated with usual adoption of very low water
content and high cement content in HPC mixes.
TYPICAL HPC MIX DESIGN METHODS
The properties of HPCs not only depend upon the w/b ratio but also vary
considerably with the richness of mix and the type and strengths of
concrete of aggregates. Workability of HPCs depends upon the type of
cement and its compatibility with chemical admixtures, shape of
aggregate, method of mixing of ingredients of HPCs, etc. Thus, the
properties of materials and mix preparation techniques have very high
influence on the HPC mixes, suitable mix proportions cannot be
suggested for HPCs. Therefore, any mix design procedure of HPCs can
strictly be only a guideline and a separate development of HPC mix in the
laboratory for the various ingredients, type of structure and concreting
conditions etc., is very much essential. Hence, the HPC mix design can be
only application-specific.

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It should be noted that the strength increase as the w/c is reduced
(provided the compatibility of concrete is maintained), and that for a
given w/c, the strength is decreased as a mix is made richer (by adding
more cement) beyond a limit. Therefore, the advantage of increase in
strength due to lowering of the w/c, which also reduces consequently the
workability. Hence, the HPCs require approaches other than the increase
of cement content in order to achieve the high strength.
Though the strengths are not always true indicators of durability, the
high strength associated with the HPCs generally tend to impart also high
durability to them, due to reduced w/b and use of pozzolanic
admixtures.
OBJECTIVE
To achieve high strength concrete(M70) without compromising the
workability of concrete.
Normally when we try to achieve very high strength the mix becomes very
stiff and it can’t be pumped on the site .Thus our main aim was to
achieve the desired strength with desired workability and other properties
like low permeability ,high durability etc.

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CRITICAL STUDY OF THE FOLLOWING
Variation in compressive strength with respect to water cement ratio and
varying proportions of cementation materials.
MATERIAL USED
 Cement(OPC Cement 43 grade)
 Fly Ash
 Micro Silica
 Coarse Aggregates(20mm & 10mm)
 Fine Aggregates
 Water
 Admixture (Glenium 51)
Mix Design Detail of M-70
Target Mean Strength
Fck =fck+1.65 s

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=70+1.65*5
= 78.25 MPa
Where,
fck’ – target average compressive strength 28 days.
fck- Characteristic compressive strength at 28 days
“S” is taken 5 for M30 or above as per IS 10262
Design for 1m3 batch.
From Table-2 IS 10262
Maximum water content for 20 mm aggregate – 186 kg for (slump 25mm
to 50mm)
Estimation of Water Content for 75mm SLUMP.
=186+ (15/100)*186
=186+27.9
=213.9 kg/m3
From trials it was found that admixture (super plasticizer) Glenium SKY 51
reduced water content by 30%.
Hence arrived water content =213.9*0.7
=149.73 kg/m3

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*Note: modification in water content has been done in accordance with
the standard lab result various trial mixtures for required slump/flow
requirement and strength, which are not specified in IS codes.
Calculation of Cementations Material
From trial an error water cement ratio was found 0.26
Cementations Content: 149.73/0.26
= 576 kg/m3
Content of OPC : -0.77*576
=434 Kg/m3
Content of Fly Ash : -0.17*576
=98 kg/m3
Micro Silica : 0.06*576
=35 kg/m3
Volume of Coarse Aggregates and Fine Aggregates
Volume of 20mm aggregates = 0.23
Volume of 10mm aggregates = 0.35

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Volume of Fine Aggregates = 1-(0.23+0.35) =0.42
Mix Calculation
Mix calculation per unit volume of Concrete as follows:
Volume of Concrete : 1m3
Volume of Cement : (Mass of Cement /Specific
gravity)*(1/1000)
= (434/3.14)*(1/1000)
=0.138 m3
Volume of Fly Ash : (Mass of Fly Ash/Specific
gravity)*(1/1000)
= (98/1.93)*(1/1000)
=0.050 m3
Volume of Micro silica : ( Mass of Micro silica/ specific
Gravity)*(1/1000)
= (35/2.2)*(1/1000)
=0.0159 m3
Volume of Water =(Mass of Water/Specific Gravity of
Water)*(1/1000)

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= (149.73/1)*(1/1000)
=0.149 m3
Volume of Admixture = (Mass of Glenium sky 777/Specific
Gravity of Admixtures)*(1/1000)
= (7.02/1.1)*(1/1000)
= 0.00638 m3
Volume of All in one Aggregates : (1-(0.138+0.050+0.0159+0.150))
=0.6471m3
Mass of CourseAggregates 20mm:
=0.6471*volume of 20mm aggregates*Specific gravity*1000
=0.6471*0.23*2.60*1000
=386 kg/m3
Mass of Coarse aggregates 10 mm:
= 0.6471*volume of 10mm aggregates *specific gravity*1000
=0.6471*0.35*2.59*1000
=586 kg/m3
Mass of fine aggregates:
= 0.6471 *volume of fine aggregates* specific gravity*1000
=0.6471*0.42*2.55*1000
=693 kg/m3
Obtain Mix Proportion for Trial Mix

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Cement : 434 kg/m3
Fly Ash : 98 kg/m3
Micro Silica : 35 kg/m3
Water : 149 kg/m3
Coarse aggregates 20 mm: 356 kg/m3
Coarse aggregates 10 mm: 586 kg/m3
Fine aggregates : 693 kg/m3
Water Cement Ratio : 0.26
Trial Mix Batch Of 0.03
Cement : 13.02 kg
Fly Ash : 2.94 kg
Micro Silica : 1.05 kg
Water : 4.47 kg

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Coarse aggregates 20 mm : 10.95 kg
Fine aggregates : 20.76 kg
Two other trial mixes were as follows
BATCH A
Cement : 13.60 kg
Fly Ash : 1.7 kg

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Water : 4.47 kg
BATCH B
Cement : 11.90 kg
Fly Ash : 3.40 kg
Water : 4.47 kg

Page 38
Laboratory Tests
Various laboratory tests were performed during our training period has
be listed below with their obtained values and permissible limit.
1. Determination of Specific Gravity by Pycnometer Method.
Permissible Limit- 2.4 to 2.9
Obtained Values
Coarse Aggregate : 2.6
Fine Aggregate : 2.59
2. Determination of Moisture Content Of Aggregates
Permissible Limit: Less than 2% for coarse aggregate and less than 2.3%
for fine aggregates.
Obtained Value
Coarse aggregate: 0.5%
Fine aggregate : 1.5%
3. Determination of Impact Value of Coarse aggregate
Permissible Limit : 30%
Obtained Value : 18.76%
3. Crushing Test

Page 39
Permissible Limit : 30%
Obtained Value : 17.67%
3. Determination of Initial and Final Setting Time of Cement
Permissible Limit:
Initial Setting Time: As per IS Code it should not be less than 30
minutes for general purpose.
Final Setting Time: As per IS Code it should Not be more than 10
Hours.
Obtained Value
Initial Setting Time: 48 minutes
Final Setting Time: 6 hours 47 minutes.
Determination of Sieve Analysis of Aggregates

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Sieve Analysis
Fine Aggregates
Sieve Size (mm) Weight Percentage Cumulative
%
passed Permissible Limit Remark
10 0 0 0 100 100 Passed
4.75 172 9.11 9.11 90.89 90 to 100
2.36 160 8.48 17.59 82.41 75 to 100
1.18 323 17.11 34.70 65.3 55 to 100
600 micro 243 12.11 46.81 53.19 35 to59
300 micron 752 39.85 86.66 13.34 8 to 30
150 micron 196 10.38 97.04 2.96 0 to 10
Pan 41 2.17 99.21 0.79 0
Sieve Analysis
20 mm Aggregates
%
25 0 0 0 100 100 Passed
20 1858.995 9.81 9.81 90.19 85 to 100
10 1456.308 84.85 94.66 5.34 0 to 20
4.75 51.7335 4.73 99.39 0.61 0 to 5
PAN 11.5595 0.61 100 0 0

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Preparation of trial mix.
Sieve Analysis
10 mm Aggregates
%
25 0 0 0 100 100 Passed
20 1858.995 9.81 9.81 90.19 85 to 100
10 1588.958 83.85 93.66 6.34 0 to 20
4.75 104.7935 5.53 99.19 0.81 0 to 5
PAN 15.3495 0.81 100 0 0

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Snaps of Compressive Strength Test

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[TYPE A QUOTE FROM THE
DOCUMENT OR THE
SUMMARY OF AN
INTERESTING POINT. YOU
CAN POSITION THE TEXT
BOX ANYWHERE IN THE
DOCUMENT. USE THE
DRAWING TOOLS TAB TO
CHANGE THE FORMATTING
OF THE PULL QUOTE TEXT
BOX.]

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Test Results

Page 48

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Graphical Representation of Data

Page 50
0
10
20
30
40
50
60
70
0.25 0.26 0.27 0.28 0.29 0.3 0.31 0.32 0.33
CompressiveStrength(MPa)
W/C ratio
28 days Strength Vs W/C Ratio

Page 51

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Conclusion
 Our target was to achieve M 70 grade concrete but we could reach
up to a compressive strength of 71.21MPa.

Page 57
 But due poor workmanship and professional inexperience we were
not able to achieve desired compressive strength, however we were
able to achieve compressive Strength of 71.21MPa which was quite
closer to our results. Added to that we carried outs trial mixes at
various water cement ratios(0.32-0.26) which helped us in
understanding the behavior of concreter at lower water cement
ratio which was displayed in graphs in previous slides.
 We also understood there are various uncertainties associated with
the concrete mix design and even smaller or minor things could be
crucial and may affect the behavior of concrete.

Page 58
References
High Strength Concrete Journals
IS Code: 10262
Ultra High Performance Concretes. Association Francaise de Genie Civil, 2002.
Concrete canvas

High strength pdf.pdf

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