MECHANICAL PROPERTIES OF NANO CONCRETE 1 [600826]

MECHANICAL PROPERTIES OF NANO CONCRETE 1

TABLE OF CONTENTS.
CHAPTER .1. INTRODUCTION.
1.1 CONCRETE …………………………………………………………………………5
1.2 NANO CONCRETE ………………………………………………………………….6
1.3 TYPES OF NANO MATERIALS ………………………………………………….. 7
1.3.1 NANO SILICA ……………………………………………………………..7
1.3.2 CARBON NANOTUBES …………………………………………………8
1.3.3 MICRO SILICA ……………………………………………………………9
1.4 ADVANTAGES AND DISADVANTAGES …………………………………. ……9
1.5 MECHANICAL PROPERTIES OF NANO CONCRETE ……………… …………10
1.5.1 COMPRESSIVE STRENGTH ……………………………………………10
1.5.2 TENSILE STRENGTH …………………………………………………..10
1.5.3 FLEXURAL STRENGTH ………………………………………………11
1.6 AIM AND OBJECTIVE ……………………………………………………………14

CHAPTER .2. LITERATURE REVIEW.
2.1 SUMMARY OF LITERATURE REVIEW ………………………………………. .24

CHAPTER .3. CONCRETE MIX PROPORTIONING.
3.1 THE MIX PROPORTIONING FOR A CONCRETE OF M40 G RADE ………….25
3.2 CASTING OF CUBES, BEAM AND CYLINDER FOR
COMPRESSION TEST FOR ORDINARY CONCRETE OF M 40
GRADE …………………………………………………………………………….29
3.3 CALCULATION OF VOLUME FOR NINE CUBES, ONE BEA M
AND ONE CYLINDER ………………………………………………………….. 30
3.4 SUMMARY OF MIX PROPORTION …………………………………………… ..30

CHAPTER .4. WORK DETAILS.
4.1 PLAN FOR WORK ………………………………………………………………..31
4.2 PROCEDURES OF MAKING CONCRETE CUBES, BEAM &
CYLINDER. ……………………………………………………………………….32
4.3 FUTURE WORK …………………………………………………………………..38

MECHANICAL PROPERTIES OF NANO CONCRETE 2
REFERENCE …………………………………………………………………………..39
LIST OF FIGURES.
Fig. 1.1 Ingredients of concrete ………………………………………… ……………….5
Fig. 1.2 Nano silica ………………………………………………………………………7
Fig. 1.3 Carbon nanotubes …………………………………………………………… ….8
Fig. 1.4 Single walled carbon nano tube. & Multi walled carbon nano tube ……………8
Fig. 1.5 “A” Red (Engineering) and “B” blue (true ) Stress–strain curve typical
of structural steel ……………………………………… ………………………10
Fig. 1.6(a) Beam of material under bending. Extrem e fibers at “A” tension & “B”
Compression …………………………………………………… ……12
Fig. 1.6(b) Stress distribution across beam ……………… ……………………..12
Fig. 1.7 Beam under three point bending ……………………… ………………………13
Fig. 1.8 Beam under four point bending ………………………… …………………….13

Fig. 2.1 Crack pattern in slag concrete with 2% n ano-silica ……………………………16
Fig. 2.2 Effect of NS with granite on compressive strength for different mixes ………22
Fig. 2.3 Relationship between the compressive str ength of concrete containing granite
after 28 days and added nano materia ls with different ratios ………………….23

Fig. 3.1 Cube ……………………………………………………………………………29
Fig. 3.2 Beam …………………………………………………………………………..29
Fig. 3.3 Cylinder ……………………………………………………………………….29

Fig. 4.1 Sieving of fine aggregates ………………………………… ………………….32
Fig. 4.2 Sieving of Coarse aggregates …………………………… ……………………32
Fig. 4.3 Cleaning all moulds ……………………………………………………………33
Fig. 4.4 Lubricating and Fixing all moulds ……………… …………………………….33
Fig. 4.5 Placing concrete ……………………………………………………………….34
Fig. 4.6 Compacting concrete …………………………………………………………..34
Fig. 4.7 Finishing concrete ……………………………………………………………..35
Fig. 4.8 Curing ………………………………………………………………………….36
Fig. 4.9 Compression Test ………………………………………………………………36
Fig. 4.10 Compression Test results after 7 th days ……………………………………….37
Fig. 4.11 Compression Test results after 14 th days ………………………………………37

MECHANICAL PROPERTIES OF NANO CONCRETE 3
Fig. 4.12 Compression Test results ………………………………………………………38
LIST OF TABLE.
TABLE 1. Sieve analysis……………………………………………………………….2 6
TABLE 2. Plan for work……………………………………………………………….31
TABLE 3. Test results………………………………………………………………….37
NOMENCLATURE
• σ : Apparent stress
• σe : Actual stress
• F : Load
• A : Area
• A0 : Original specimen area
• Li : Length inner span
• L : Length of the support span.
• b : Width.
• d : Thickness.
• f'ck : Target average compressive strength at 28 days,
• fck : Characteristic compressive strength at 28 days, and
• s : standard deviation.

MECHANICAL PROPERTIES OF NANO CONCRETE 4

ABSTRACT.

CONCRETE IS THE MOST WIDELY USED CONSTRUCTION MATER IALS IN
THE WORLD DUE TO ITS LOW COST AND GOOD DURABILITY. ORDINARY
PORTLAND CEMENT (OPC) IS THE MAIN INGREDIENT OF CON CRETE. THE
USE OF CEMENT IN CONCRETE HAS RAISED CONCERN OF ITS
SUSTAINABILITY, GIVEN THE FACT THAT THE PRODUCTION OF ONE TONNE
OF OPC RELEASES APPROXIMATELY ONE TONNE OF CARBON D IOXIDE TO
THE ATMOSPHERE. DUE TO INCREASE IN POPULATION AND
URBANIZATION THE INCREASING USE OF CONCRETE IS UNAV OIDABLE IN
NEAR FUTURE. IN RECENT YEARS THE DURABILITY AND SER VICE LIFE OF
CEMENTATIONS MATERIALS HAVE BEEN PLAYING AN IMPORTA NT ROLE
IN THEIR OPERATION AS CONSTRUCTION AND PAVEMENT MAT ERIALS.
ADDING NANO MATERIAL DECREASES THE AMOUNT OF CEMENT
REQUIRED. THE MAIN MECHANISM OF THIS WORKING PRINCI PLE IS THE
HIGH SURFACE AREA OF NANO MATERIALS, WHICH ACTS AS A
NUCLEATION SITE FOR THE PRECIPITATION OF CSH GEL. I N OUR PROJECT
WE WILL BASICALLY COMPARE THE MECHANICAL PROPERTIES I.E.
COMPRESSIVE STRENGTH, TENSILE STRENGTH AND FLEXURAL STRENGTH
OF NANO CONCRETE. TOTAL THREE NANO MATERIALS WILL B E USED I.E.
NANO SILICA, CARBON NANO TUBE AND COMBINATION OF NA NO SILICA
AND MICRO SILICA.

MECHANICAL PROPERTIES OF NANO CONCRETE 5

CHAPTER .1. INTRODUCTION
1.1 CONCRETE
Concrete is a composite material composed of aggreg ate bonded together with a fluid
cement which hardens over time. PC concrete or to concretes made with other hydraulic
cements, such as Calcium aluminates cements . road surfaces are also a type of concrete,
"asphaltic concrete", the cement material is bi tumen.
In Portland cement concrete (and other hydraulic ce ment concretes), when the aggregate
is mixed together with the dry cement and water, th ey form a fluid mass that is easily
molded into shape. Often, additives (such as pozzol ans or super plasticizers) are included
in the mixture to improve the physical properties o f the wet mix finished material. The
cement reacts chemically with the water and other i ngredients to form a hard matrix
which binds all the materials together into a durab le stone-like material that has many
uses. Most concrete is poured with rebar material s embedded to provide tensile
strength, yielding RF concrete.
Famous concrete structures include the Hoover Dam, the Panama Canal and the Roman
Pantheon. The Colosseum in Rome was built largely o f concrete, and the concrete dome
of the Pantheon is the world's largest unreinforced concrete dome. The earliest large-
scale users of concrete technology were the ancient Romans, and concrete was widely
used in the Roman Empire. Today, large concrete structures are usually made with RF
concrete.

MECHANICAL PROPERTIES OF NANO CONCRETE 6
Fig. 1.1 ingredients of concrete.
1.2 NANO CONCRETE
Nano concrete is one of the most active research ar eas that encompass a number of
disciplines including civil engineering and constru ction materials, It will elevate the status
of PC to a high tech material in addition to its cu rrent status of most widely used
construction material. Understanding of the hydrati on of cement particles and the use of
nano size ingredients. If cement with nano-size par ticles can be manufactured and
processed, it will open up a large value of opportu nities in the field of higher strength
composites.
Nano – 10 -9 MT about one billionth of a MT. A concrete made wi th PC particles that are
less than 500 NM as a cementing agent. cement parti cle sizes range from a few nano-
meters to a maximum of about 100 µM.
Nano concrete is created by High energy mixing of cement, sand & water using a
specific consumed power of 30 – 600 W/kg for a net Energy density consumption of at
least 5 kJ/kg of the mix. In the High-energy mixin g process sand provides dissipation of
energy and increases shear stresses on the surface of cement particles. The quasi-laminar
flow of the mixture characterized with Reynolds num ber less than
800 https://en.wikipedia.org/wiki/Concrete – cite_note- 51 is necessary to provide more
effective energy absorption. A plasticizer or a sup er plasticizer is then added to the
activated mixture which can later be mixed with agg regates in a conventional concrete
mixer. This results in the increased volume of wate r interacting with cement and
acceleration of Calcium Silicate Hydrate (C-S-H) co lloid creation. The initial natural
process of cement hydration with formation of collo idal globules about 5 NM in dia. after
3-5 min of High-energy mixing spreads out over th e entire volume of cement – water
matrix. High-energy mixing is the ‘bottom up’ appro ach in Nano technology of concrete.
The liquid activated mixture is used by itself for casting small architectural details and
decorative items, or expanded for light weight conc rete. High-energy mixing Nano
concrete hardens in low and subzero temperature conditions and possesses an increased
volume of gel, which drastically reduces capilla rity in solid and porous materials.

MECHANICAL PROPERTIES OF NANO CONCRETE 7

1.3 TYPES OF NANO MATERIALS
1. Nano silica.
2. Carbon nanotubes.
3. Micro silica.
4. Polycarboxylates.
5. Titanium oxide

/head2right Basically we are using three types of nano mate rials in concrete.

1.3.1 NANO SILICA.

The first nano product that replaced the micro sil ica. Advancement made by the study of
concrete at nano scale have proved nano silica much better than silica used in
conventional concrete.

Fig. 1.2 Nano silica.

/xrhombus PROPERTIES.

• High compressive strengths concrete.
• High workability with reduced w/c ratio.
• Use of super plasticizing additives is unnecess ary.
• Fills up all the micro pores and micro spaces.

MECHANICAL PROPERTIES OF NANO CONCRETE 8
• Cement saving 35-45%.

1.3.2 CARBON NANOTUBES.

Carbon nano tubes are molecular-scale tubes of grap hitic carbon with outstanding
properties. They can be several mm in length and ca n have one ‘layer’ ( wall) is known
as single walled nano tube or more than one ‘layer ’ (wall) is known as multi walled nano
tube.

Fig. 1.3 Carbon nanotubes

MECHANICAL PROPERTIES OF NANO CONCRETE 9
Fig. 1.4
Single walled carbon nano tube. Multi walle d carbon nano tube.
/xrhombus PROPERTIES.
• Carbon nano tubes are also highly flexible.
• CNT appear to be the strongest material.
• Smaller diameters.
• Stiffest and strongest fibers.

1.3.3 MICRO SILICA.

It is ultrafine material with spherical particles l ess than 1 µm in dia., the average being
about 0.15 µm. This makes it approximately 100 times smaller t han the average cement
particle.

/xrhombus PROPERTIES.

It is also reduces the permeability of concrete to chloride ions, which protects the RF
steel of concrete from corrosion.

1.4 ADVANTAGES AND DISADVANTAGES.
/xrhombus ADVANTAGES
• Low maintenance
• Reduces the thermal transfer rate
• Improve segregation resistance
• Fix micro cracking
• Corrosion – resistance
• Low life cycle cost
• Good finishing

/xrhombus DISADVANTAGES
• Price
• Nano tubes might cause a lung problem

MECHANICAL PROPERTIES OF NANO CONCRETE 10

1.5 MECHANICAL PROPERTIES OF NANO CONCRETE
1. Compressive strength.
2. Tensile strength.
3. Flexural strength.

1.5.1 COMPRESSIVE STRENGTH.

The compressive strength is the capacity of a m aterial or structure to withstand loads
tending to reduce size. It can be measured by p lotting applied force against
deformation in a testing machine.

1.5.2 TENSILE STRENGTH.

Tensile strength is the maximum stress that a mater ial can withstand while being
stretched or pulled before failing or breaking. Ten sile strength is distinct from
compressive strength.

MECHANICAL PROPERTIES OF NANO CONCRETE 11
Fig. 1.5
“A” Red (Engineering) and “B” blue (true) Stress–st rain curve
typical of structural steel.
A. Apparent stress B. Actual stress
2. Tensile strength 2. Yield point
3. Rupture 4. Strain hardening
5. Necking

/xrhombus Apparent stress

As stated, the area of the specimen varies on compr ession. In reality therefore the area is
some function of the applied load. stress is define d as the force divided by the area at the
start of the experiment.

A 0 = Original specimen area in m 2

/xrhombus Actual stress

There is a difference between the engineering stres s and the true stress.

F = Load applied in N, A = Area in m2

2.5.3 FLEXURAL STRENGTH

Flexural strength is a material property, defined a s the stress in a material just before
it yields in a flexure test. The transverse bending test is most frequently employed, in
which a specimen having either a circular or rectan gular cross-section is bent until
fracture or yielding using a three point flexural t est technique. The flexural strength

MECHANICAL PROPERTIES OF NANO CONCRETE 12
represents the highest stress experienced within th e material at its moment of rupture. It is
measured in terms of stress, here given the symbol σ.

Fig. 1.6(a)
Beam of material under bending. Extreme fibers
at “A” tension & “B” compression .

Fig. 1.6(b)
Stress distribution across beam.

For a rectangular sample, the resulting stress unde r an axial force is given by :

Where, F = axial load at the fracture point.
b = Width
d = Depth

MECHANICAL PROPERTIES OF NANO CONCRETE 13

This stress is not the true stress, since the cross section of the sample is considered to be
invariable.

/xrhombus Measuring flexural strength
A THREE-POINT BENDING SETUP

Fig. 1.7
Beam under three point bending.

A rectangular sample under a load in a three-point bending setup.

Where, F = Load at the fracture point in N.
L = Length of the support span.
b = Width.
d = Thickness.

A FOUR-POINT BENDING SETUP

MECHANICAL PROPERTIES OF NANO CONCRETE 14

Fig. 1.8
Beam under four point bending.
A rectangular sample under a load in a four-point b ending setup where the loading span is
1/3 of the support span

Where, F = Load at the fracture point in N.
Li = length inner span
L = Length of the support span.
b = Width.
d = Thickness.

For the four point bend setup, if the loading span is 1/2 of the support span i.e. Li = 1/2 L

If the loading span is 1/3 or 1/2 the support span for the four point bend setup.

1.6 AIM AND OBJECTIVE.
• Calculations and design for nano concrete.

MECHANICAL PROPERTIES OF NANO CONCRETE 15
• Total three nano materials will be used i.e. Nano s ilica, carbon nano tube and
combination of nano silica and micro silica.
• compare the mechanical properties i.e. compressive strength, tensile strength and
flexural strength of nano concrete.

CHAPTER .2. LITERATURE REVIEW
i. USE OF NANO-SILICA TO REDUCE SETTING TIME AND
INCREASE EARLY STRENGTH OF CONCRETES WITH HIGH
VOLUMES OF FLY ASH OR SLAG.

Min-Hong Zhang , Jahidul Islam
Department of Civil and Environmental Engineering, National University of Singapore

/xrhombus ABSTRACT
This paper presents an experimental study to evalua te the effects of nano-silica (NS) on
rate of cement hydration, setting time and strength development of concretes with about
50% fly ash or slag. Results indicate that length o f dormant period was shortened, and
rate of cement and slag hydration was accelerated w ith the incorporation of 1% NS in the
cement pastes with high volumes of fly ash or slag. The incorporation of 2% NS by mass
of cementitious materials reduced initial and final setting times by 90 and 100 min, and
increased 3- and 7-day compressive strengths of hig h-volume fly ash concrete by
30% and 25%, respectively, in comparison to the ref erence concrete with 50% fly ash.
Similar trends were observed in high-volume slag co ncrete. Nano-silica with mean
particle size of 12 nm appears to be more effective in increasing the rate of cement
hydration compared with silica fume with mean parti cle size of 150 nm.

/xrhombus EXPERIMENTAL DETAILS

MECHANICAL PROPERTIES OF NANO CONCRETE 16
In this study specimens were prepared to determine effect of NS on compressive strengths
of mortars (from 1 to 91 days) with about 50% ASTM C 618 class F fly ash or GGBFS.
Silica fume was also included in the mixtures to co mpare with NS. A superplasticizer was
used to achieve target flow from 104% to 110% of th e mortars. Cement pastes with the
same water-to-cementitious ratio (w/cm) and mix pro portion as the mortars (except for
the sand) were prepared to determine the rate of he at development and cement hydration
in the first 30 h.Concrete mixtures were prepared t o determine the effect of NS on setting
times, compressive strength development from 3 to 9 1 days and resistance to chloride-ion
penetration at 28 days in comparison to the referen ce concrete with 50% fly ash or slag
and the concrete with silica fume.
/xrhombus CONCLUSIONS
Based on the experimental results using nano-silica in pastes, mortars, and concretes with
about 50% of fly ash or slag at w/cm of 0.45, follo wing conclusions can be drawn:
1. Length of dormant period was shortened, and rate of cement and slag hydration was
accelerated with the incorporation of 1% NS in the cement pastes with high volumes of
fly ash or slag.
2. The incorporation of 2% NS by mass of cementitio us materials reduced initial and final
setting times by 90 and 100 min, and increased 3- a nd 7-day compressive
strengths of high-volume fly ash concrete by 30% an d 25%, respectively, in comparison
to the reference concrete with 50% fly ash. Similar trends were observed in high-volume
slag concrete.
3. At 28 and 91 days, the NS increased strength of fly ash concrete compared to the
reference fly ash concrete. However, the NS did not increase the strengths of the
slag concrete at these ages, which might be related to the coarse aggregate used which
appears to have reached its strength limit.
4. Nano-silica with mean particle size of 12 nm app ears to be more effective in increasing
the rate of cement hydration compared with silica f ume with mean particle size of 150
nm. The NS reduced the setting times and increased early strengths of the high-volume
fly ash or slag concrete. However, the setting time s and early strength of these concretes
were not affected by the silica fume significantly.
5. The 28-day charges passed through the fly ash or slag concretes with 2% NS or silica
fume were similar, and were lower than those of the corresponding reference concretes.

MECHANICAL PROPERTIES OF NANO CONCRETE 17

Fig.2.1 Crack pattern in slag concrete with 2% nano -silica

ii. PERFORMANCE OF NANO-SILICA MODIFIED HIGH
STRENGTH CONCRETE AT ELEVATED TEMPERATURES.

Morteza Bastami, Mazyar Baghbadrani , Farhad Aslani
Department of Structure, International Institute o f Earthquake Engineering and
Seismology (IIEES), Tehran, Iran Department of Civi l Engineering, University of
Kurdistan, Sanandaj, Iran Centre for Infrastructure Engineering and Safety, School of
Civil and Environmental Engineering, University of New South Wales, Australia

/xrhombus ABSTRACT
This research studied effect of elevated temperatur e on of high strength concrete (HSC)
modified with nano-Silica (nS) and on its compressi ve and tensile strengths, spalling, and
mass loss (fc > 80 MPa). This research studied the effect of elevated temperature on the
compressive and tensile strength, spalling, and mas s loss of HSC modified with nS. Six
sample mixtures contained varying amounts of nS and two samples did not contain nS are
considered in the experimental program. The mechani cal properties of the modified HSC
were measured by heating 150 x 300 mm sample cylind ers of concrete to 400, 600 and
800 C at a rate of 20 C/min. The obtained results d emonstrate that nS efficiently used in
HSC can improve its mechanical properties at elevat ed temperature. The results show that
the presence of Ns increased residual compressive a nd tensile strengths, and spalling and
mass loss are decreased as penetrability increased.

/xrhombus TESTING

MECHANICAL PROPERTIES OF NANO CONCRETE 18
The mix proportions of eight high strength concrete mixes are shown in. These were
determined based on previous research to achieve o ptimum strength and performance at
a maximum temperature of 800 C. Five parameters wer e examined: water to binder ratio,
crass, fine ratio, silica fume and nS. Testing was performed on six mixtures with nS (M2,
M3, M4, M6, M7 and M8) and two without nS (M1 and M 5). All specimens were stored
in the laboratory at a room temperature of 25 ± 3 C . For each test, all results are an
average of three measurements.

Concrete cylinder specimens (150 x 300 mm) from eac h mix batch were selected after 28
d of water curing. Their weights and densities were measured and recorded under
saturated surfacedry conditions. The cylinders were then stored at room temperature until
they reached a constant dry weight. Three represent ative concrete cylinder specimens
from each batch were then chosen. The mechanical pr operties of the HSC were measured
by heating the cylinders at 20 C/min to temperature s of 400, 600 and 800 C. This was
maintained for 1 h and the cylinders were then grad ually cooled to room temperature for
24 h before the residual strength tests were conduc ted.

Time–temperature curve of the furnace is approximat ely fitted with the standard curve
recommended by ISO Fire 834. The heating rate of th e experimental curve was slightly
less than the ISO recommendation, which was a limit ation imposed by available
equipment. It is likely that this had only a minima l effect on the results, since the duration
of exposure at the maximum temperature was 1 h.

/xrhombus CONCLUSIONS
This research studied the effect of nano-Silica on the performance of high strength
concrete (fc > 80 MPa) at elevated temperatures. Th e mixtures were categorized into two
groups, M1–M4 (sum of SF and nS was 30 kg/m3 and co nstant) and M5–M8 (sum of SF
and nS was 60 kg/m3 and constant). M1 and M5 were n S free.
The mixtures containing nS had higher normal compre ssive strength (87.43 MPa) than
those without nS (84.92 MPa), indicating that the a ddition of nS was more effective than
SF for increasing compressive strength. The average compressive strength of the HSC

MECHANICAL PROPERTIES OF NANO CONCRETE 19
mixtures was 82.47–91.24 MPa. M8 had the highest co mpressive strength and the
maximum amount of nS. The following conclusions wer e reached in this study:
1. There was no visible effect on the surface of he ated specimens up to 400 C. Large
cracks and partial spalling were observed when the temperature reached 600 C. It was
observed that the aggregates decomposed and lost th eir integrity as the temperature
reached 800 C. The properties of concrete after exp osure to fire were primarily assessed
by observing the color change of the concrete.

2. All specimens heated to greater than 400 C exper ienced spalling and mass loss. In
previous studies by the authors on HSC without nS, spalling was observed when the
specimens were heated to greater than 300 C . The s palling ranged from insignificant
aggregate spalling (surface pitting) to large porti ons of specimens being blown off with
explosive force.

3. The effect of SF and nS on mass loss was not eas ily discerned because the decrease in
permeability and increased tension strength had opp osite effects on spalling and mass
loss. As permeability decreased, spalling increased ; however, when tension strength
increased, mass loss decreased.

4. Mass loss at 400 C was minimal because of water evaporation; mass loss occurred at
higher temperatures because of spalling. For exampl e, M1 was nS free and had a
maximum mass loss of 4.13%, whileM8containedmaximum nS had just 2.66% massloss.

iii. PROPERTIES OF CONCRETE INCORPORATING NANO-
SILICA.
A.M. Said, M.S. Zeidan , M.T. Bassuoni , Y. Tian
Department of Civil and Environmental Engineering, University of Nevada, Las Vegas,
USA Department of Civil Engineering, University of Manitoba, Winnipeg, Canada

/xrhombus ABSTRACT
This study investigated the effect of colloidal nan o-silica on concrete incorporating single
(ordinary cement) and binary (ordinary cement + Cla ss F fly ash) binders. In addition to
the mechanical properties, the experimental program included tests for adiabatic

MECHANICAL PROPERTIES OF NANO CONCRETE 20
temperature, rapid chloride ion permeability, mercu ry intrusion porosimetry,
thermogravimetry and backscattered scanning electro n microscopy in order to link macro-
and micro-scale trends. Significant improvement was observed in mixtures incorporating
nano-silica in terms of reactivity, strength develo pment, refinement of pore structure and
densification of interfacial transition zone. This improvement can be mainly attributed to
the large surface area of nanosilica particles, whi ch has pozzolanic and filler effects on
the cementitious matrix. Micro-structural and therm al analyses indicated that the
contribution of pozzolanic and filler effects to th e pore structure refinement depended on
the dosage of nano-silica.
/xrhombus TESTING METHODS
Immediately after mixing, 100 _ 200 mm concrete cyl inders were prepared and
thermocouples were inserted at mid-height of the cy linders in order to measure the
temperature of the mixtures during hardening accord ing to ASTM C 1064 (Standard Test
Method for Temperature of Freshly Mixed Portland Ce ment Concrete). For each mixture,
two cylinders were used to measure the change in te mperature and their average
temperature was recorded. The molds were covered an d sealed to prevent moisture loss
during the test, and were kept in room temperature (23 ± 2 _C). The adiabatic temperature
of concrete was recorded every 2 min using a data l ogger for 30 h after mixing.

The compressive strength at different curing ages ( 3, 7, 28, 90, and 365 days) and the
splitting tensile strength at 28 days were evaluate d for the six mixtures using 100 _ 200
mm cylinders according to ASTM C 39 (Standard Test Method for Compressive Strength
of Cylindrical Concrete Specimens) and ASTM C 496 ( Standard Test Method for
Splitting Tensile Strength of Cylindrical Concrete Specimens), respectively. After 24 h of
mixing, the cylinders were unmolded and placed in a standard curing room (maintained at
a temperature of 23 ± 2 _C and with a relative humi dity of more than 95%) until they
were ready for testing.

At 28 days, the rapid chloride ion permeability tes t (RCPT) was conducted for all the
mixtures to evaluate the resistance of the mixtures to the penetrability of aggressive ions.
The test procedures were conducted according to AST M C 1202 (Standard Test Method
for Electrical Indication of Concrete’s Ability to Resist Chloride Ion Penetration). In
order to measure the physical penetration depth of chlorideions, the specimens were
axially split immediately after testing.

MECHANICAL PROPERTIES OF NANO CONCRETE 21

Then, the inner face of each half specimen was spra yed with a silver nitrate solution,
which forms a white precipitate of silver chloride in approximately 15 min. The average
depth of the white precipitation was determined by measuring the depth at five different
positions along the diameter of each half specimen. This average depth is consideredto be
an indication of the physical ingress of the chlori de ions.

/xrhombus CONCLUSIONS
With the advent of nano-size materials to the concr ete industry, rigorous research data
should be provided to gain better understanding on the effects of such materials on the
macro- and micro-scale properties of concrete. Cons idering the materials, mixture
designs, and testing methods implemented in the pre sent study, the following conclusions
can be drawn:

The overall performance of concrete, with or withou t fly ash, was significantly improved
with the addition of variable dosages of nano-silic a. For mixtures incorporating nano-
silica, the increase in the peak temperature record ed within 15 h after mixing indicated
that the ultrafine nature of nano-silica was respon sible for speeding up the kinetics of
hydration reactions.

At all curing ages, the strength generally increase d with the addition of nano-silica up to
6%. In particular, at 28 days, the compressive stre ngth was considerably improved for
mixtures incorporating 30% Class F fly ash and nan o-silica, which indicates that the
inherently slower rate of strength development of c oncrete containing Class F fly ash can
be controlled by the addition of small dosages of n ano-silica.

The RCPT results showed that the passing charges an d physical penetration depths
significantly decreased with the addition of nano-s ilica. This suggested that the
incorporation of small dosages of nano-silica has a pronounced effect on reducing the
conductivity and refining the pore structure of the cementitious matrix.

MECHANICAL PROPERTIES OF NANO CONCRETE 22
MIP results showed that the total porosity and the threshold pore diameter were
significantly lower for mixtures containing nano-si lica. More refinement of the pore
structure was achieved with increasing the nano-sil ica dosage up to 6%.

TG results indicated that the addition of nano-sili ca led to significant consumption of
portlandite (CH) in the pozzolanic reaction. Howeve r, increasing the dosage of nano-
silica from 3% to 6% did not increase the consumpti on of CH, which suggests that the
general improvement in performance associated with the increase of the nano-silica
addition from 3% to 6% may be mainly attributed to the physical filler effect in the
cementitious matrix.

iv. EFFECT OF USING DIFFERENT TYPES OF NANO MATERIA LS
ON MECHANICAL PROPERTIES OF HIGH STRENGTH
CONCRETE.

Mohamed Amin, Khaled Abu el-hassan Suez University, Faculty of Industrial Education,
Suez, Egypt, Delta University for Science and Techn ology, Civil Engineering
Department, Faculty of Engineering, Gamasa, Egypt

/xrhombus ABSTRACT
This study evaluates the effect of addition of nano silica, Cu0.5Zn0.5Fe2O4 (Cu-Zn
ferrite) and NiFe2O4 (Ni ferrite) on the compressiv e strength, splitting tensile strength,
flexural strength and modulus of elasticity of conc rete. Nano-silica (NS), Cu-Zn ferrite
and Ni ferrite, was added in five percentages (1%, 2%, 3%, 4% and 5%) of weight of
cementitious materials (cement and SF). We use two types of coarse aggregate (dolomite
and granite) and the study of the effect on the mec hanical properties of concrete
containing nanomaterials. Results indicated that th e optimum dose of nano-silica was 3%
by weight and the optimum dose of Ni ferrite and Cu -Zn ferrite was 2% by weight. The
samples of concrete-containing nano-silica gave bet ter results from samples of concrete-
containing nano ferrite and the approximate rate of about 10%. Also, the samples of
concrete containing granite gave better results tha n similar-containing dolomite and the
approximate rate of about 10%.

MECHANICAL PROPERTIES OF NANO CONCRETE 23

Fig. 2.2
Effect of NS with granite on compressive strength f or different mixes.

Fig.2.3
Relationship between the compressive strength of co ncrete containing granite after
28 days and added nano materials with different rat ios.

/xrhombus CONCLUSIONS
Based on the study reported here, the following con clusions are drawn:

(1) The optimum dose of nano-silica is 3% by weight and theoptimum dose of Ni ferrite
and Cu- Zn ferrite was 2% byweight.
(2) The improving percentage of compressive strengt h of concrete when nano silica and
nano ferrite was added reaches 21% and 17%, r espectively, with respect to the control

MECHANICAL PROPERTIES OF NANO CONCRETE 24
mixes.
(3) With the addition of nano silica and nano ferri te the improving percentage of splitting
tensile strength of concrete reaches approxim ate rate of about 44% and 60%,
respectively, with respect to the control mix es.
(4) With the addition of nano silica and nano ferri te the improving percentage of flexural
strength and modulus of elasticityof concrete reaches approximate rate of about 23%
and 25%,respectively, with respect to the con trol mixes.

(5) Increasing the amount of NS and NF more than 3% and 2% by weight degrades the
compressive strength, splitting tensile, flex ural strength and modulus of elasticity of
concrete.
(6) The samples of concrete-containing nano-silica give better results than samples of
concrete- containing nano ferrite with an ap proximate rate of about 10%.
(7) The samples of concrete containing granite give better results than similar-containing
dolomite and the approximate rate of about 10 %.

2.1 SUMMARY OF LITERATURE REVIEW
According to this literature survey discussed we le arned about mechanical properties of
nano concrete like compressive, tensile and flexure strength and also we goes through the
results and discussions. And till now this literatu re survey is very helpful to us.

MECHANICAL PROPERTIES OF NANO CONCRETE 25

CHAPTER .3. CONCRETE MIX PROPORTIONING
3.1 THE MIX PROPORTIONING FOR A CONCRETE OF M40
GRADE.
A. STIPULATIONS FOR PROPORTIONING
a) Grade designation : M40
b) Type of cement : OPC 43 grade
c) Maximum nominal size of aggregate : 20mm
d) Minimum cement content : 320 kg/m 3
e) Maximum water-cement ratio : 0.45
f) Workability : 100 mm (slump)
g) Exposure condition : Severe (for reinforced c oncrete)
h) Method of concrete placing : Pumping
j) Degree of supervision : Good
k) Type of aggregate : Crushed angular aggregate
m) Maximum cement content : 450 kg/rn 3
n) Chemical admixture type : Super plasticizer

B. TEST DATA FOR MATERIALS
a) Cement used : OPC 43 grade
b) Specific gravity of cement : 3.15
c) Chemical admixture : Super plasticizer
d) Specific gravity of

MECHANICAL PROPERTIES OF NANO CONCRETE 26
1) Coarse aggregate : 2.74
2) Fine aggregate : 2.74
e) Water absorption
1) Coarse aggregate : 0.5 percent
2) Fine aggregate : 1.0 percent
f) Free (surface) moisture
1) Coarse aggregate : Nil (absorbed moisture also nil)
2) Fine aggregate : Nil

g) Sieve analysis
1) Coarse aggregate
Analysis of Coarse
Aggregate Fraction Percentage of Different
Fractions Remarks IS Sieve
Sizes
mm I. II. I.
60% II.
40% Combined
100%
20 100 100 60 40 100
10 0 71.20 0 28.5 28.5
4.75 9.40 3.7 3.7
2.36 0 Conforming
to Table 2
of IS 383
TABLE 1. Sieve analysis

2) Fine aggregate : Conforming to grading Zone I

C. TARGET STRENGTH FOR MIX PROPORTIONING
f'ck =fck + 1.65 s
where, f'ck = target average compressive strength a t 28 days,
fck = characteristic compressive strength at 28 day s, and
s = standard deviation.

standard deviation, s =5 N/mm 2
Therefore, target strength = 40 + 1.65 x 5 = 48.25 N/mm 2

D. SELECTION OF WATER-CEMENT RATIO

MECHANICAL PROPERTIES OF NANO CONCRETE 27
IS 456, maximum water-cement ratio = 0.45 .
Based on experience, adopt water-cement ratio as 0. 40.
0.40 < 0.45 , hence O.K.

E. SELECTION OF WATER CONTENT
maximum water content =186 litre (for 25 to 50 mm slump range)
for 20 mm aggregate Estimated water content for 100 mm slump
=186+ (6/100) x 186 = 197 litre
As super plasticizer is used, the water content can be reduced up 20 percent and
above. Based on trials with super plasticizer water content reduction of 29 percent
has been achieved. Hence, the arrived water conten t =197 x 0.71 =140 litre

F. CALCULATION OF CEMENT CONTENT
Water-cement ratio = 0.40
Cement content = 140/0.40 = 350 kg/m 3
IS 456, minimum cement
content for 'severe' exposure condition = 320 kg/m 3
350 kg/m3 > 320 kg/m 3, hence, O.K.

G. PROPORTION OF VOLUME OF COARSE AGGREGATE AND FIN E
AGGREGATE CONTENT
volume of coarse aggregate corresponding to 20 mm s ize aggregate and fine aggregate
(Zone I) for water-cement ratio of 0.50 =0.60.
In the present case water-cement ratio is 0.40. The refore. volume of coarse aggregate is
required to be increased to decrease the fine aggre gate content. As the water-cement ratio
is lower by 0.10. the proportion of volume of coars e aggregate is increased by 0.02 (at the
rate of -/+ 0.01 for every ± 0.05 change in water-c ement ratio). Therefore. corrected
proportion of volume of coarse aggregate for the wa ter-cement ratio of 0.40 = 0.62.

MECHANICAL PROPERTIES OF NANO CONCRETE 28
NOTE – In case the coarse aggregate is nOI angular one. then also volume of coarse
aggregate may be required 10 be increased suitably , based on experience. For pumpable
concrete these values should be reduced by 10 perce nt.
Therefore, volume of coarse aggregate = 0.62 x 0.9 = 0.56
Volume of fine aggregate content = 1 – 0.56 = 0.44.

H. MIX CALCULATIONS
The mix calculations per unit volume of concrete sh all be as follows:
a) Volume of concrete : m3
b) Volume of cement : Mass of cement x 1/1000
Specific gravity of cement
: 350/3.15 x 1/1000
: 0.111 m 3
c) Volume of water : Mass of water x 1/1000
Specific gravity of water
: 140/1 x 1/1000
: 0.140 m 3
d) Volume of chemical
admixture : Mass of chemical admixtur e x 1/1000
Specific gravity of admixture
: 7/1.145 x 1/1000
: 0.006 m 3
e) Volume of all in
Aggregate : [a- (b +c +d)]
: 1-(0.111 +0.140+0.006)
: 0.743 m 3
t) Mass of coarse
Aggregate : e x Volume of coarse aggregate x Speci fic
Gravity of coarse Aggregate x 1000
: 0.743 x 0.56 x 2.74 x 1000
: 1140 kg

MECHANICAL PROPERTIES OF NANO CONCRETE 29
g) Mass of fine aggregate : e x volume of fine aggr egate x Specific gravity of
Fine aggregate x 1000
: 0.743 x 0.44 x 2.74 x 1000
: 896 kg

MIX PROPORTIONS
Cement : 350 kg/m 3
Water : 140 kg/m 3
Fine aggregate : 896 kg/m 3
Coarse aggregate : 1140 kg/rn 3
Chemical admixture : 7 kg/m 3
Water-cement ratio : 0.4

3.2 CASTING OF CUBES, BEAM AND CYLINDER FOR
COMPRESSION TEST FOR ORDINARY CONCRETE OF M40
GRADE.

Fig. 3.1 Cube Fig. 3.2 Beam

MECHANICAL PROPERTIES OF NANO CONCRETE 30

Fig. 3.3 Cylinder

3.3 CALCULATION OF VOLUME FOR NINE CUBES, ONE BEA M
AND ONE CYLINDER.
a) Volume of Cube moulds of 150 x 150 x 150 mm = 0.15 x 0.15 x 0.15 m
= 0.0034 m 3
Nine cubes we are Casting so, = 9 x 0.0034 m 3 = 0.0306 m 3

c) Volume of Beam moulds of 100 x 100 x 500 mm = 0.10 x 0.10 x 0.50 m
= 0.005 m 3
b) Volume of Cylinder mould of 150 mm diameter an d 300 mm height

0.15 m diameter and 0.30 m height = = = 0.0053 m 3

Total volume = Volume of Cube + Volume of Beam + Volume of Cylinder
= 0.0306 + 0.005 + 0.0053 m 3
= 0.0409 m 3

NOW, MIX PROPORTIONS

Cement : 350 kg/m 3 x 0.0409 m 3 = 14.315 kg
Water : 140 kg/m 3 x 0.0409 m 3 = 5.726 kg
Fine aggregate : 896 kg/m 3 x 0.0409 m 3 = 36.646 kg
Coarse aggregate : 1140 kg/rn 3 x 0.0409 m 3 = 46.626 kg

MECHANICAL PROPERTIES OF NANO CONCRETE 31
Chemical admixture : 7 kg/m 3 x 0.0409 m 3 = 0.286 kg
Water-cement ratio : 0.4

3.4 SUMMARY OF MIX PROPORTION
From this calculation we get final quantity of M40 grade of concrete to cast beam, cube
and cylinder.

CHAPTER .4. WORK DETAILS Month

Process July
‘15 Aug
‘15 Sept
‘15 Oct
‘15 Nov
‘15
Literature Review

Problem Identification
Calculations of mix design of concrete
Casting of cubes, beam and cylinder for
Ordinary concrete

Compression test for cubes
Results and Discussions
Purchasing materials
( nano silica, carbon nanotube )
Documentation

MECHANICAL PROPERTIES OF NANO CONCRETE 32
4.1 PLAN FOR WORK

TABLE 2. Plan for work

4.2 PROCEDURES OF MAKING CONCRETE CUBES, BEAM &
CYLINDER.

Fig. 4.1 Sieving of fine aggregates.

MECHANICAL PROPERTIES OF NANO CONCRETE 33

Fig. 4.2 Sieving of Coarse aggregates.

Fig. 4.3 Cleaning all moulds.

MECHANICAL PROPERTIES OF NANO CONCRETE 34

Fig. 4.4 Lubricating and Fixing all moulds.

MECHANICAL PROPERTIES OF NANO CONCRETE 35

Fig. 4.5 Placing concrete.

Fig. 4.6 Compacting concrete.

MECHANICAL PROPERTIES OF NANO CONCRETE 36

Fig. 4.7 Finishing concrete.

MECHANICAL PROPERTIES OF NANO CONCRETE 37

Fig. 4.8 Curing

Fig. 4.9 Compression Test

MECHANICAL PROPERTIES OF NANO CONCRETE 38

Fig. 4.10 Compression Test results after 7 th days.

Fig. 4.11 Compression Test results after 14 th days.
Sr. no. Days compressive-
strength Average.
29.5 Mpa
30.8 Mpa 1. Seven days
33.5 Mpa 31.2 Mpa
36.6 Mpa
38.2 Mpa 2. Fourteen days
35.3 Mpa 36.7 Mpa

TABLE 3. Test results

MECHANICAL PROPERTIES OF NANO CONCRETE 39

Fig. 4.12 Compression Test results.

4.3 FUTURE WORK.
1. In future, we will Cast cubes, cylinders & beams fo r nano concrete with use of
nano materials. we will basically compare the mecha nical properties i.e.
compressive strength, tensile strength and flexural strength of nano concrete.
Total three nano materials will be used i.e. Nano s ilica, carbon nano tube and
combination of nano silica and micro silica.

MECHANICAL PROPERTIES OF NANO CONCRETE 40

REFERENCE

1. IS 10262 : 2009 CONCRETE MIX PROPORTIONING – GUIDEL INES.
2. “Effect of silica-based nano and micro additions on SCC at early age and on hardened
porosity and permeability” by Javier Puentes, Gonza lo Barluenga, Irene Palomar;
Construction and Building Materials
Volume-81, April 2015, Pages 154–161, ISSN (e): 0950-0618
3. “Effect of using different types of nano materia ls on mechanical properties of high
strength concrete” by Mohamed Amin, Khaled Abu el-h assan ; Construction and
Building Materials
Volume-80, April 2015, Pages 116–124, ISSN (e): 0950-0618
4. “Durability performances of concrete with nano-s ilica” by Hongjian Du, Suhuan Du,
Xuemei Liu ; Construction and Building Materials
Volume-73, December 2014, Pages 705–712, ISSN (e ): 0950-0618
5. “ Effects of nano -components on early age crack ing of self-compacting
concrete” by Javier Puentes, Gonzalo Barluenga, Ire ne Palomar ; Construction and
Building Materials.
Volume-73, December 2014, Pages 89–96, ISSN (e): 0950-0618
6. “The effects of nano -silica & nano -alumina on frost resistance of normal concrete”
by Kiachehr Behfarnia, Niloofar Salemi ; Constructi on and Building Materials
Volume-48, November 2013, Pages 580–584, ISSN (e ): 0950-0618
7. “Nano-carbon black and carbon fiber as conductiv e materials for the diagnosing of the
damage of concrete beam” by Yining Ding, Zhipei Che n, Zhibo Han; Construction
and Building Materials
Volume – 23, June 2013, Pages 233–241, ISSN (e): 0950-0618

MECHANICAL PROPERTIES OF NANO CONCRETE 41
8. “Use of nano-silica to reduce setting time and i ncrease early strength of concretes
with high volumes of fly ash or slag ” by Min-Hong Zhang, Jahidul Islam;
Construction and Building Materials
Volume – 29, April 2012, Pages 573-580, ISSN (e) : 0950-0618