Aramid Fibre Concrete Strength

STRENGTH CHARACTERISTICS OF CONCRETE SPECIMEN
WRAPPED WITH ARAMID FIBRE REINFORCED POLYMER
Head of the Department Under the Guidance of
G S V KARUNASRI M.TECH, Ph.D. P. GNANAMOORTHY M .E
Associate Professor Assistant Professor
Department of civil engineering Department of civil engineering

OVERVIEW
• Introduction
• Literature review
• Scope
• Objective
• Methodology
• Materials used and their properties
• Preliminary test
• Workability test
• Mechanical properties
• Results and discussion
• Conclusion
• Reference

INTRODUCTION
• Aramid Fibre-reinforced concrete are some of the most versatile building materials
available to architects and engineers.
• These reinforced concrete fibres are mainly made of cement, sand, and aramid fibres,
which are thin, high-strength concrete with many construction applications.
• Compared to other synthetic fibres, Aramid fibre has better mechanical properties than
steel and glass fibre on same weight basis.
• Aramid fibre is also having high impact resistance, high tensile strength, toughness and
highly oriented organic fibre manufactured from polyamide. It provides an additional life
span to structure.
• Generally hybrid composites are fabricated when two or more materials reinforced with
common matrix. Epoxy resin represents some of the highest performance resin due to
mechanical properties and resistance to environmental degradation. Due to capability of
epoxy resin that showed good adhesion to the embedded fibre, it is used for advanced
composite applications.
• These fibres not only have better mechanical properties than steel and glass on an equal
weight basis, also maintain properties at high temperature, low density, low melting point
as Aramid fibres are excellent heat and flame resistant.

LITERATURE REVIEW
S.NO TITLE AUTHOR CONCLUSION
1.
AXIALCOMPRESSIVE
PERFORMANCEOF
LAMINAO NTED BAMBOO
COLUMN WITH ARAMID
FIBER REINFORCED
POLYMER
ZHEN WANG,HAITAO
LI,BENHUA FEI,MAHMUD
ASHRAF,ZHENHUA
XIONG,RODOLFO
LORENZO,CHANGHUA FANG.
(2021)
ELSEVIER JOURNALS
1. The experimental investigation conducted in this study
indicates that AFRP laminates could offer an increase in the
strength and stiffness of laminated bamboo columns with
even very small area fractions of reinforcement.
2. It was observed that strain at failure was always
significantly smaller than that of were than the rupture
strain of the composite sheets. Therefore, the ultimate
strength of AFRP reinforced laminated bamboo column
would not be dependent on the tensile strength of Fiber
composites only, but instead laminated bamboo mechanical
properties must always be considered for both ultimate and
service- ability limit state designs.

2.
COMPRESSION
BEHAVIOUR OF
CYLINDER REINFORCED
WITH ARAMID FIBER
REINFORCED POLYMEFR
S.SIVASANKAR,L.PONRAJ
SANKAR,A.PRAVEEN
KUMAR,M.SHUNMUGASUNDA
RAM. , (2019)
ELSEVIER JOURNALS
1.The wrapping of AFRP indisputably increased the load
bearing ability of the RC cylindrical members with the
upsurge in the number of layers.
2. The grip obtained from the AFRP wrapping, provides an
enormous stiffness to the RC cylinders to carry more loads
by declining the vertical distortions.
3.The Young’s modulus of the elements was increased with
the induced stress with the escalation in the number of
films of AFRP sheets.
4. The stresses induced in the RC cylindrical members were
increased in the second and third layers of AFRP wrapping
as compared to first layer and control sample.

3.
STUDY OF TORSIONAL
BEHAVIOUR OF
REINFORCED CONCRETE
BEAM WRAPPED WITH
ARAMID FIBER
S.B.KANDEKAR, R.S.TALIKOTI,
(2018), ELSEVIER JOURNALS
1. The torsional moment carrying capacity of strengthened
beams is increased as compared to the controlled beam.
2. Initial cracks appear for higher loads in case of
strengthened beams. The moment carrying capacity of the
strengthened beam wrapped with 150 mm aramid fiber
strip for 100 mm spacing was found to be maximum
compared to all the beams.
3. Reinforced concrete beams Strengthening with fully
wrapped aramid fiber has taken 140% more moment at
first crack as well as ultimate torsional moment, when
compared with controlled beam.

4.
EXPERIMENTAL STUDY
ON ARAMID FIBER
REINFORCED POLYMER
COMPOSITES
K.DHINESH,K.S.NAVANEETHAN
.(2018), ELSEVIER JOURNALS
1.Experimental results show that the increase level of load
carrying capacity was found in AFRP composite than
HFRP composite, but HFRP composite will be economical
when compared to AFRP composite matrix.
2.Plastic deformation was found on Cotton FRP
composite, so these cotton fiber can’t be introduced
individually
on polymer matrix.
3.Effectiveness of bond between the fiber and epoxy was
good.
4.This investigation gives clear idea about FRP composite,
which can be suitable for strengthening of Reinforced
Concrete slab.

SCOPE OF THE PROJECT
• The scope of the present study an alternative material against the conventional
concrete and thus giving a new idea in the field of concrete.
• Experimental investigations on the Compressive strength, Split tensile strength,
Flexural strength of concrete prepared by using Aramid fabric external wrapping
will be revealed that the performance level and comparable to those of using aramid
fabric with single layer fully wrapped on four faces of concrete specimen and
Conventional concrete prepared.
• To design the mix proportion for conventional concrete by using Aramid fabric
external wrapping.

OBJECTIVE OF THE PROJECT
The main objective of the present experimental investigation
conventional concrete by using Aramid fabric external wrapping. It
needs to be proved that the Aramid fabric used in concrete that has
much more strength than the conventional concrete.
• To study the compressive strength
• To study the Split tensile strength
• To study the Flexural strength

MATERIALS USED
• Cement
• Fine aggregate
• Coarse aggregate
• Water
• Aramid fabric
• Super plasticizers
• Epoxy resin and Hardener

MATERIALS USED AND THEIR PROPERTIES
1. Properties of Cement
S.No PROPERTIES
TEST
RESULTS
REQUIREMENTS AS PER
IS :12269-1987
1 Cement OPC 53 Grade --
2 Normal consistency 32% --
3 Specific gravity 3.15 --
4
Initial setting time 55min Not less than 30m
Final setting time 240min Not more than 600 min.
5
Soundness by Le
Chatelier
1.5mm Not more than 10mm
6 Fineness of Cement 2% Less than 10%

2. Properties of Coarse aggregate 3. Properties of Fine aggregate
S.NO PROPERTIES VALUES
1 Specific gravity 2.65
2 Fineness modulus 4.37
3 Water absorption 0.5%
S.NO PROPERTIES VALUES
1 Specific gravity 2.70
2 Fineness modulus 4.37
3 Water absorption 1.00%

Properties Of Super Plasticizers
S.No PROPERTIES VALUES
1 Density 1.18

Properties Of Aramid Fabric
S.No PROPERTIES VALUES
1 Modulus of elasticity 242 kN/mm2
2 Tensile strength 3887 N/mm2
3 Density 1.76 gm/cm3
4 Weight 480 gm/m2
5 Thickness 2.42mm
6 Colour Yellow

Properties Of Epoxy Resin And Hardener
S.No Materials
Parts by weight
(gm)
1 Araldite LY 556 100
2 Aradur HY 951 10:12

NORMAL CONSISTENCY OF CEMENT
Testing Procedure:
• Take 400 g of cement and place it in a bowl or tray.
• Now assume standard consistency of water is 25% and add
the same quantity of water in cement and mix it.
• Mix the paste thoroughly within 3-5 minutes.
• The time of gauging is not less than 3min, not more than
• 5 min
• The gauging time shall be counted from the timing of adding
the water.
• Now fill the paste in vicat mould correctly any excessive
paste remained on vicat mould is taken off by using a trowel.
• Then, place the vicat mould on glass plate and see that the
plunger should touch the surface of vicat mould gently.
• Release the plunger and allow it to sink into the test mould.
• Note down the penetration of the plunger from the bottom of
mould indicated on the scale.
• Repeat the same experiment by adding different percentage
of water until the reading is in between 5-7mm on the vicat
apparatus scale.

Calculation: Table:
Trail. No 1
P = W/100 x C
= 28/100 x 400
= 112ml
Trail. No 2
P = W/100 x C
= 30/100 x 400
= 120ml
Trail. No 3 Result:
P = W/100 x C Percentage of water content for standard consistency = 32%
= 32/100 x 400
= 128ml
Trail.no
Weight of
cement taken
in (gms)
Weight of
water
taken in
(ml)
Depth of
penetration
Time taken
Consistency
of cement %
1 400 112 33 3-5 28
2 400 120 18 3-5 30
3 400 128 6 3-5 32

INITIAL SETTING TIME OF CEMENT
Testing Procedure:
• Take 400 g of cement and it is mixed with percentage of water as
determined in consistency test.
• Mix the paste thoroughly within 3-5 minutes.
• The time of gauging is not less than 3min, not more than 5 min
• The gauging time shall be counted from the timing of addition the
water.
• Now fill the cement paste in vacate mould correctly.
• The square needle of cross section 1mm x 1mm is attached to
penetrate the cement paste in the initial stage the needle penetrated
completely.
• Then it is taken out dropped and dropped at a fresh plate.
• The procedure is repeated at regular interval till the needle does not
penetrate completely.
• The needle should penetrate up to about 5mm measured from the
bottom.
• The initial setting is found out by taking the interval between the
addition of water to cement and the stage when needle stops to

FINAL SETTING TIME OF CEMENT
Testing Procedure:
• The initial test procedure is same that of initial setting time
test.
• Instead of square needle, annual collar is used.
• The annular collar is attached to the movable rod of vicat
apparatus.
• The annular rod is gently released
• The time at which the annular rod makes an impression on
test block and the collar fails to do noted.
• The final setting time is found out by taking the difference
between the time at which water is added to cement and time
as record in.
• The final setting time for ordinary cement should be 10
hours.

Calculation: Table:
Initial setting and final setting time
= 0.85 x P
= 0.85 x 32
= 27.2%
= C x W/100
= 400 x 27.2/100
Volume of water added for preparation
Of test block = 108.8ml
Result:
• The Initial setting time of the cement sample is found to be = 40min
• The Final setting time of the cement sample is found to be = 7 hours 30minutes
S.No Setting time(min) Penetration(mm)
1 15min 2mm
2 30min 5mm
3 40min 7mm
4 1 hour 30 min 10mm
5 3 hour 30 minutes 14mm
6 7 hours 30 minutes 20mm

SPECIFIC GRAVITY OF CEMENT
Testing Procedure:
• The specific gravity bottle should be free from moisture
content that means it should be fully dry
• Take 50gm of cement and fill the cement on the bottle upto
half of the specific gravity bottle.
• Then fill the specific gravity bottle with kerosene upto the
top level (Neck of the bottle). Mix thoroughly and see that
no air bubbles left in the specific gravity
• Now empty the specific gravity bottle and again fill it with
kerosene up to the top of the flask.
To determine the specific gravity of Cement
Sg =
(W2−W1)
W2 − W1 − W3 − W4 X 0.79
X 0.79

Where,
Specific gravity of kerosene = 0.79 g/cc
Table:
Result:
Specific gravity of Cement (Sg) = 3.15
Trail.no
Weight of empty
dry specific gravity
bottle
(W1)
Weight of bottle
+
Cement
(W2)
Weight of bottle +
Cement + Kerosene
(W3)
Weight of bottle
+ kerosene (W4)
Specific gravity
(Sg)
1 0.046 0.086 0.155 0.125 3.16
2 0.046 0.085 0.154 0.125 3.08
3 0.046 0.086 0.155 0.125 3.16
Average specific gravity of Cement 3.15

SIEVE ANALYSIS OF FINE AGGREGATE
Testing Procedure:
• Take the sieves and arrange them in descending order with
the largest size sieve on top.
• Keeping sieve.no:10mm at the top and pan was kept at the
bottom.
• The sample is brought to an air-dry condition before
weighing and sieving either by drying at room temperature
or by heating at a temperature of 100℃ to 110℃
• Take one kilogram of sand.
• Keep the sample in the top sieve no:
• The sample sieve by using a set of IS Sieves.
• Manual shaking was continued for about ten minutes.
• At the end of sieving 150micron and 75 micron sieve are
cleaned from the bottom by light brushing with fine hair
brush.
• On completion of sieving, the material on each sieve is
weighed.

DETERMINATION OF PARTICLE SIZE DISTRIBUTION OF FINE AGGREGATE
IS SIEVE.NO
WEIGHT OF FINE
AGGREGATE RETAINED
Percentage
retained
Cumulative
percentage
retained
Percentage
passing
Permissible
percent passing
as per IS:383
DETERMINATION.NO
I II III Average
10mm 0 0 6 2 0.2 0.2 99.8 100
4.75mm 10 12 14 12 1.2 1.4 98.6 90-100
2.36mm 38 30 28 32 30 4.4 95.4 75-100
1.18mm 314 322 330 322 32.2 36.6 63.2 55-90
600 micron 212 188 224 208 20.8 57.4 42.4 35-59
300 micron 272 290 266 276 27.6 85 14.8 8-30
150 micron 110 102 109 107 107 95.7 4.1 0-10
75 micron 20 26 17 21 2.1 97.8 2 -
Pan 24 30 12 22 2.2 100 0 -
Zone-II
(Satisfied)
Table:

SPECIFIC GRAVITY OF FINE AGGREGATE
Testing Procedure:
• For specific gravity determination of aggregate finer than 4.75mm
• A clean, dry pyncometer is taken and its empty weight is determined.
• Water at 27℃ is filled up in the pyncometre with aggregate sample, to just
immerse sample.
• Immediately after immersion the entrapped air is removed from the sample
by shaking pyncometre, placing a finger on the hole at the top of the sealed
pyncometre.
• Now the pyncometre is completely filled up with water till the hole at top,
and after confirming that there is no more entrapped air in it weighed
• The contents of the pyncometre are discharged, and it is cleaned.
• Water is filled upto the top of the pyncometre, without any entrapped ait. It
is then weighed.
• For mineral filler, specific gravity bottle is used and the material is filled
upto one-third of the capacity of bottle.
• The rest of the process of determining specific gravity is similar to the one
described for aggregate finer than 6.3mm or 4.75mm.

To determine the Specific gravity of Fine aggregate
Sg =
(W2−W1)
W4 − W1 − W3 − W2
Table:
Result:
The specific gravity of a sample of fine aggregate (Sg) = 2.65
Trail.no
Empty weight of
Pyncometre (W1)
Weight of
Pyncometre +
Fine aggregate
(W2)
Weight of
Pyncometre + Fine
aggregate + Water
(W3)
Weight of
Pyncometre +
Water (W4)
Specific gravity
(Sg)
1 610 1807 2236 1490 2.65
2 610 1809 2237 1490 2.66
3 610 1803 2238 1490 2.65
Average Specific gravity of Fine aggregate 2.65

SIEVE ANALYSIS OF COARSE AGGREGATE
Testing Procedure:
• About 2kg of dry sample of coarse aggregate was taken and sieved on IS sieve size 80mm, 40mm,
20mm, 10mm, 4.75mm and 2.36mm.
• The material retained in each sieve was collected separately and weighed. The results were tabled and
the percentage of coarse aggregate of carrying sizes that passed through each sieve was calculated and
recorded.
• The values obtained are compared with the grading size of the coarse aggregate were determined.
• The results of the percentage cumulative passing of coarse aggregate through various IS sieve size
were compared with grading limit chart for coarse aggregate.
• IS 383_1970 shows that the coarse aggregate taken for the present study false under 20mm

Sieve analysis of coarse aggregate
IS Sieve
size
Weight
retained
(gm)
%
Weight
retained
Cumulative
% of weight
retained
Cumulative
% of passing
80mm 0 0 0 100
40mm 98 98 4.9 95.1
20mm 1590 1688 84.4 15.6
10mm 305 1993 99.65 0.35
4.75mm 7 2000 100 0
2.36mm 0 100
1.16mm 0 100
600 0 100
300 0 100
150 0 100
Total 2000 788.95
Fineness modulus of Coarse aggregate 7.88
Grading limits of coarse aggregate
As per IS: 383-1970
IS Sieve
designatio
n (mm)
Percentage passing for single-sized aggregate of
nominal size (by weight)
80.0 100 - - - - -
63.0 85-100 100 - - - -
40.0 0-30 85-100 100 - - -
20.0 0-5 0-20 85-100 - 100 -
16.0 - - - 100 85-100 -
12.5 85-100
10.0 0-5 0-20 0-45 0-30 85-100
4.8 0-5 0-10 0-5 0-20
2.4 0-5

SPECIFIC GRAVITY OF COARSE AGGREGATE
Testing Procedure:
• For specific gravity determination of aggregate finer than 20mm.
• A clean dry, pyncometre is taken and its empty weight determined.
• Water 27℃ is filled up in the pyncometre with aggregate sample, to
just immerse sample.
• Immediately after immersion the entrapped air is removed from the
sample by shaking pyncometre, placing a finger on the hole at the
top of the sealed pyncometre.
• Now the pyncometre is completely filled up with water till the hole
at the top, and after conforming that there is no more entrapped air in
it, it is weighed.
• The content of the pyncometre are discharged, and it is cleaned.
• Water is filled upto the top of the pyncometre without any entrapped
air. It is then weighed.
• For mineral filler, specific gravity bottle is used and the material is
filled upto one-third of the capacity of bottle

To determine the Specific gravity of Coarse aggregate
Sg =
(W2−W1)
W4 − W1 − W3 − W2
Table:
Result:
The specific gravity of a sample of Coarse aggregate (Sg) = 2.70
Trail.no
Empty weight of
Pyncometre
(W1)
Weight of
Pyncometre +
Coarse aggregate
(W2)
Weight of
Pyncometre +
Coarse aggregate +
Water
(W3)
Weight of
Pyncometre +
Water
(W4)
Specific gravity
(Sg)
1 610 1613 2122 1490 2.7
2 610 1608 2118 1490 2.69
3 610 1613 2123 1490 2.7
Average Specific gravity of Coarse aggregate 2.70

WATER ABSORPTION TEST ON FINE AGGREGATE
Testing Procedure:
• About 1 kg of aggregate sample is taken, washes to removed fines
and then placed in the bucket.
• Immersed in distilled water at a temperature between 22℃ and 32℃.
• Aggregate are kept completely immersed in water for a period 24 ±
0.5 hour.
• Aggregate are weighed while suspended in water, which is at
temperature of 22℃ and 32℃.
• Aggregate are removed from water and dried with dry absorbent
cloth.
• The surface dried aggregate are also weighed
• The aggregate is placed in a shallow tray and heated to 100 to 110℃
in the oven for 24 ± 0.5 hour.
• Later it cooled in an air tight container and weighed.

To determine the water absorption test on fine aggregate
Water absorption =
W2 − W1
W1
X 100
Table:
Result:
Water absorption of fine aggregate = 0.5%
S.NO Determination no Trail.no I Trail.no II Trail.no III
1 W1 1000 1000 1000
2 W2 1005 1006 1005
3
Water absorption
=
W2 − W1
W1
X 100
0.5% 0.6% 0.5%
Where,
W1 = Dry weight of aggregate
W2 = Weight of aggregate immersed in water

WATER ABSORPTION TEST ON COARSE AGGREGATE
To determine the water absorption test on Coarse aggregate
Water absorption =
W2 − W1
W1
X 100
Table:
Result:
Water absorption of Coarse aggregate = 1.0 %
S.NO Determination no Trail.no I Trail.no II Trail.no III
1 W1 1000 1000 1000
2 W2 1013 1012 1012
3
Water absorption
=
W2 − W1
W1
X 100
1.3% 1.2 % 1.3 %
Where,
W1 = Dry weight of aggregate
W2 = Weight of aggregate immersed in water

MIX PROPORTIONING
Water
kg/m3
Cement
kg/m3
Fine
aggregate
kg/m3
Coarse
aggregate
kg/m3
Water cement
ratio
kg/m3
186
413 659 1144 0.45
1 1.59 2.76 -

Slump Cone Test
Testing procedure:
• Mix the dry constituents thoroughly to get a uniform colour
and then add water.
• Clean the internal surface of the mould and apply oil.
• Place the mould on a smooth horizontal non-porous base plate.
• Fill the cone with concrete in 4 layers each with an
approximately height of 1/4th of the mould.
• Each layer is tamped 25 times by tamping rod taking care to
distribute the strokes evenly over the cross section.
• Now after filling the 4th layer, the concrete is struck off with
the trowel, Measure the vertical height of cone (h1).
• The mould is removed from the concrete settles in vertical
direction place the steel scale above top of settled concrete in
horizontal position and measure the height of cone (h2).
• The difference of two height (h1-h2) gives the values of slump.
Slump range:72mm
True Slump

PREPARATION AND CASTING OF SPECIMEN
According to IS 10262:2009, the concrete mix design is
prepared for M30 grade of concrete. The mix proportion of
Cement, Sand and Aggregates of 1:1.59:2.76, respectively, with
the water cement ratio 0.45.
Concrete Cube:
A Total of 12 number of Concrete cubes were cast for the
experiment study. The cube size is usually 150mm x 150mm x
150mm is commonly used. Six cubes are taken as Conventional
concrete and other six concrete cubes with wrapping aramid
fabric have grouped in two sets. These two sets are strengthened
using aramid fabric with Single layer specimen respectively.

Concrete Cylinder:
• A Total of 6 number of Concrete cylinder were cast for
the experiment study.
• The cylinder size is usually height 300mm and 150mm in
diameter commonly used.
• Three cylinder are taken as Conventional concrete and
other 3 concrete cylinder with wrapping aramid fabric
have grouped in 1 sets.
• These 1 sets are strengthened using aramid fabric with
single layer specimen respectively.

Concrete Beam:
• A Total of 6 number of Concrete beam were cast for the
experiment study.
• The beam size is usually 100mm x 100mm x 500mm
commonly used.
• Three concrete beam are taken as Conventional concrete
and other 3 concrete beam with wrapping aramid fabric
have grouped in 1 sets.
• These 1 sets are strengthened using aramid fabric with
single layer specimen respectively.

External bonding of AFRP in specimens
• After the completion of curing procedure of 28 days, the specimens were
then ready to get strengthened by the external bonding of AFRP.
• Before the bonding of the FRP on the external surface of the cylinders,
the surfaces were disembowelled and finished by using sand papers.
• To remove dirt from the concrete surface, the surface was cleaned again
with acetone and permitted to get dry for 30 min.
• Based on the external lateral surface area of the concrete members, the
AFRP fabric was marked and cut from the whole fabric sheet.
• According to the prerequisite, the epoxy resin matrix material was
prepared by blending the resin with the hardener in proper ratio in a
glass bowl with a glass stirrer until a uniform mix was obtained.

MECHANICAL PROPERTIES
OF CONCRETE

Compressive Strength Test:
• Remove the specimen from water before 30min.
• The specimen to be used for test when the specimen completely
drying condition so that keeping the specimen out the water at the
day of test in early as possible as.
• Remove any lose sand on either materials from the surface of the
specimens an let them dry.
• Clean the bearing surface of the specimen of the compressive/
Compression testing machine.
• Now place the cube in the testing machine is such a manner that
the load is applied to the opposite side sides of the cubes.
• The bottom of the concrete cube is placed on the platform of the
compression testing machine.
• Align the axis of the specimen with the centre of thrust of
spherically seated platen.

Before failure Of Wrapping AFRP Cube Specimen
After Failure Of Wrapping AFRP Cube Specimen

Split Tensile Strength:
• Initially, take the specimen from water after 28days of curing or
any desired age at which tensile strength to be estimated.
• Then wipe out water from the surface of specimen
• After that, draw diametrical lines on the two ends of the specimen
to ensure that they are on the same axial place.
• Next, record the weight and dimension of the specimen.
• Set the compression testing machine for the required range.
• Place plywood strip on the lower plate and place the specimen.
• Align the specimen so that the lines marked on the ends are
vertical and centered over the bottom plate.
• Place the other plywood strip above the specimen.
• Bring down the upper plate so that it just touches the plywood
strip.

Before and After failure of
Conventional Concrete
Before and After failure of
Wrapping Aramid fabric Concrete

Flexural test:
• Measure the breadth and depth of the
specimen
• Measure the distance between centre to centre
of support
• Place the specimen on the supports
• Apply the load on the beam specimen
• Measure the load at the point of fracture of
the specimen (Concrete)

Compressive strength of concrete
Age of
Specimen
Size of cube
(mm x mm)
Area
(mm2)
Conventional Wrapping Aramid Fabric
Weight
(Kg)
Load
(kN)
Compressive
Strength
(N/mm2)
Weight
(Kg)
Load
(kN)
Compressive
strength
(N/mm2)
7 Days
150 x 150 22500
7.387 575 25.19 7.405 644 28.22
28 Days 8.538 870 38.67 8.556 975 43.33

25.19
38.67
28.22
43.33
0
10
20
30
40
50
7 Days 28 Days
Compressive
Strength
N/mm2
Age of Specimen
Compressive strength of Conventional concrete vs Wrapping
Aramid fabric concrete
Conventional Wrapping Aramid fabric

Split Tensile strength of concrete @ 28 Days
Size of
Cylinder
(mm x mm)
Conventional Wrapping Aramid Fabric
Weight
(Kg)
Load
(kN)
Split tensile
Strength
(N/mm2)
Weight
(Kg)
Load
(kN)
Split tensile
strength
(N/mm2)
150 x 300 13.174 328 4.60 13.192 367 5.19

4.6
5.14
4.3
4.4
4.5
4.6
4.7
4.8
4.9
5
5.1
5.2
Conventional Single layer wrapped AFRP
Split
tensile
strength
N/mm2
Split tensile strength of Conventional vs Wrapping aramid fabric
concrete @ 28 days

Flexural strength of concrete @ 28 Days
Size of beam
(mm x mm x mm)
Conventional
Wrapping Aramid
Fabric
Load (kN)
Flexural
Strength
(N/mm2)
Load
(kN)
Flexural
strength
(N/mm2)
100 x 100 x 500 9 4.67 18 8.67

4.67
8.67
0
1
2
3
4
5
6
7
8
9
10
Conventional Wrapping aramid fabric
Flexural
Strength
N/mm2 Flexural Strength of Conventional vs Wrapping Aramid fabric
concrete @ 28 days

MIX DESIGN M30 GRADE DESIGNED AS PER IS 10262:2009 & IS 456:2000
STEP 1 STIPULATIONS FOR PROPORTIONING:
a) Grade designation M30
b) Type of cement OPC 53
c) Maximum nominal size of aggregate 20mm
d) Minimum cement content and Maximum water cement ratio to be adopted
e) Exposure condition Moderate (For Reinforced Concrete)
f) Workability 50-75mm slump
g) Method of concrete placing Chute (Non-pumping)
h) Degree of supervision Good
i) Type of aggregate Crushed Angular Aggregate
j) Maximum cement content not including fly ash 450 kg/m3
k) Chemical admixture type Nill
STEP 2 TEST DATA FOR MATERIALS:
a) Cement used KCP Cement (OPC 53 Grade)
b) Specific gravity of cement 3.15
c) Chemical admixture Nill
d) Specific gravity

1. Coarse aggregate[at saturated surface dry (SSD) Condition] 2.70
2. Fine aggregate[at saturated surface dry (SSD) Condition] 2.6
3. chemical admixture Nill
e) Water absorption
1. Coarse aggregate 0.50%
2. Fine aggregate 1.0%
f) Moisture content of aggregate (As per IS 2386 Part 3)]
1. Coarse aggregate Nill
2. Fine aggregate Nill
e.g.) Sieve analysis:
1. Coarse aggregate
Conforming to all in aggregates of Table 2 of IS 383
2. Fine aggregate
Conforming to Grading Zone II of Table 4 of IS 383
STEP 3 TARGET STRENGTH FOR MIX PROPORTIONING:
f’ck =fck + 1.65 s
(or) f'ck = fck + X whichever is greater

where,
f’ck = Target average compressive strength at 28 days
fck = Characteristics compressive strength at 28 days
S = standard deviation
X = Factor based on grade of concrete
From Table 2 , Standard Deviation, S = 5 N/mm2
From Table 1, X =6.5
Therefore, Target strength using both equation,
(a) f'ck = fck + 1.65 S
= 30 + 1.65 x 5 = 38.25 N/mm2
(b) f'ck = fck + X
= 30 +6.5 =36.5 N/mm2
Therefore, value is to adopted. The target strength will be 38.25N/mm2
STEP 4 APPROXIMATE WATER CONTENT:
From Table3 , the approximate amount of entrapped air to be adopted in normal (Non-entrained ) concrete 1.0 percent for 20mm nominal maximum
size of aggregate
STEP 5 SELECTION OF WATER CEMENT RATIO:

From fig 1 (IS 1262:2019) the free water-cement ratio required for the 38.25 N/mm2 is 0.45
For OPC 53 Curve (Adopt 0.5). The maximum value of 0.50 prescribed for ‘Moderate’
Exposure reinforced concrete as per Table 5 of IS 456
STEP 6 SELECTION OF WATER CONTENT:
From Table-4, Water content = 186 litre(for 50mm slump) for 20mm aggregate
STEP 7 CALCULATION OF CEMENT CONTENT:
Water cement ratio = 0.45
Cement content = 186/0.45 = 4113.3 kg/m3 ≈ 413 kg/m3
From Table 5, IS 456 Minimum cement content for ‘Moderate’ exposure condition = 300kg/m3
300 kg/m3 < 413 kg/m3 < 450 kg/m3. Hence ok
STEP 8 PROPORTION OF VOLUME OF COARSE AGGREGATE AND FINE AGGREGATE CONTENT:
From Table 5, the proportion at volume of coarse aggregate corresponding to 20mm size
Aggregate and fine aggregate (Zone-II) for water cement ratio of 0.5 = 0.62
In the present case water cement ratio is 0.45
So volume of C.A for W/C 0.45 is = 0.65 + 0.01 = 0.63
Volume of fine aggregate = 1-0.63

= 0.37m3
STEP 9 DESIGN MIX CALCULATIONS:
The Mix design calculation per unit volume of concrete shall be as follows
a) Total Volume = 1m3
b) Volume of entrapped air in wet concrete = 0.01m3
c) Volume of Cement = Mass of Cement / Specific gravity of Cement x (1/1000)
= 413/3.15 x (1/1000) = 0.131m3
d) Volume of Water = Mass of Water / Specific gravity of Water x (1/1000)
= 186/1 x (1/1000) = 0.186m3
d) Volume of All aggregate (C.A + F.A) = [(a-b)-(c+d)]
= [1-0.01) - (0.131+0.186)] = 0.673m3
e) Mass of Coarse aggregate = e x Volume of C.A x Specific gravity of C.A x 1000
= 0.673x 0.63 x 2.70 x1000
= 1144kg
f) Mass of Fine aggregate = e x Volume of F.A x Specific gravity of F.A x 1000
= 0.673 x 0.37 x2.65 x1000
= 659 kg

Conclusions
• Finally, the investigation concluded wrapped with AFRP specimen produced
optimum result and higher mechanical properties than others.
• Compressive strength at 7days after wrapping with single layers of AFRP sheets
were increased by 12.02% with compare to un-wrapped specimen (Conventional
concrete).
• Compressive strength at 28 days after wrapping with single layers of AFRP sheets
were increased by 18.26% with compare to un-wrapped specimen (Conventional
concrete).
• The compressive strength were increased in the use of single layer wrapping
specimen concept provide better strength when compared conventional concrete.

Cont..,
• Split tensile strength at 28days after wrapping with single layers of
AFRP sheets were increased by 11.75% with compare to un-wrapped
specimen (Conventional concrete).
• Flexural strength at 28 days after wrapping with single layers of AFRP
sheets were increased by 35.26% with compare to un-wrapped
specimen (Conventional concrete).
• The workability test after adding AFRP were increased compared to
conventional.
• The wrapping concept is an effective one and the economical and key
role of environmental useful for the constructional purposes mainly

Reference
• Sandeep Kumar, Lalta Prasad, Vinay Kumar Patel, Effect of hybridization of glass/Kevlar fiber on mechanical
properties of basalt reinforced composite: a review, Am. J. Polym. Sci. Eng. 5 (1) (2017).
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composites’, Journal of Composites, Vol. Part B 90, pp. 642–652.
• Md. Milon Hussain, M.A. Khan, Md. ABubacker siddque, Carbon/Kevlar reinforced hybrid composite: impact matrix
variation, (ICMERE-2015)26–29, November, 2015, Chittong, 2015.
• V. Ramesh, P. Anand, Evaluation on impact strength of basalt/kevlar fiber reinforced hybrid composites, Int. J. Eng.
Adv. Technol. 9 (1) (2019) 4907– 4909.
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J. Sci. Res. Publ. 5 (9) (2015), ISSN 2250-3153.
• Silvio Leonardo Valença, Sandro Griza (2015) ‘Evaluation of the mechanical behaviour of epoxy composite
reinforced with Kevlar plain fabric and glass/Kevlar hybrid fabric’, Journal of Composites, Vol. Part B 70, pp. 1–8.
• S. Yang, V.B. Chalivendra, Y.K. Kim, Fracture and impact characterization of novel auxetic Kevlar/Epoxy laminated
composites, Compos. Struct. 168 (2017) 120–129.
• M. Venkatasudhahar, R. Velu, D. Yogaraj, K. Logesh, Experimental study of moisture absorption and impact property
of treated abaca/kenaf/carbon/epoxy composites, Int. J. Mech. Prod. Eng. Res. Develop. (2018) 291–296.
• S. Rajesh, B. Vijaya Ramnath, C. Elanchezhian, M. Abhijith, R. Dinesh Riju, K. KathirKishan, Investigation of
tensile behavior of kevlar composite, Mater. Today: Proc. 5 (2018) 1156–1161.
• Yuji NAKAYAMA et al, Bond behavier betveen deformed aramid fiber-reinforced plastic rainforcement and Concrete
The 14th world Conferenc on Earthquake Engineering October 12-17,2008, Beijing, china

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