EFFECT OF CARBON LAMINATION ON THE STRENGTH OF CONCRETE STRUCTURES

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International Journal of Civil Engineering and Technology (IJCIET)
Volume 7, Issue 3, May–June 2016, pp. 43–55, Article ID: IJCIET_07_03_005
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EFFECT OF CARBON LAMINATION ON
THE STRENGTH OF CONCRETE
STRUCTURES
Gad Vikas V, Desai Ketan S
Shivaji University, Kolhapur, India
Sawant Vijaykumar S, Sawant Prajakta V
Goa University, Goa, India
ABSTRACT
This work consists of preparation and testing of different structural model
like cubes, Beams and Columns. They are tested for Compression test,
Flexural test and Split tensile Test. The comparison between Laminated and
un-laminated Structural Models was made in order to know how much
strength gain after testing of these structural models, so by which the
rehabilitation of any structure can be done without demolishing it with less
weight to strength ratio.
Key words: Compression test, Split Tensile test, Flexural test, FRP
composites, strengthening, carbon fiber, Epoxy resin composites, Fiber
orientation, laminated polymer composites, Properties
Cite this Article: Gad Vikas V, Desai Ketan S, Sawant Vijaykumar S and
Sawant Prajakta V, Effect of Carbon Lamination on the Strength of Concrete
Structures, International Journal of Civil Engineering and Technology, 7(3),
2016, pp. 43–55.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=3
1. INTRODUCTION
The three basic needs of man are Food, Cloth and Shelter Civil engineer has relevance
with all basic needs of man directly or indirectly. Man has progressed lot in
developing the methods of constructing shelters. Initially man use to stay in huts and
as the time passed it developed into house that is load bearing. And nowadays RCC
frame structure has dominant share in construction practices. So all this structures
were renovated or constructed by using many advanced techniques and materials. And
from many advanced materials carbon fibre is also a very good material for
construction.
Carbon fibre, alternatively graphite fibre, carbon graphite or CF is a material
consisting of fibres about 5–10 μm in diameter and composed mostly

Gad Vikas V, Desai Ketan S, Sawant Vijaykumar S and Sawant Prajakta V
of carbon atoms. The carbon atoms are bonded together in crystals that are more or
less aligned parallel to the long axis of the fibre. The properties of carbon fibres, such
as high stiffness, high tensile strength, low weight, high chemical resistance, high
temperature tolerance and low thermal expansion make them very popular in
aerospace, civil engineering, military, and motorsports along with other competition
sports. Carbon lamination is a two components composite material consisting of high
strength fibers embedded in polymer matrix. Fiber Reinforced Polymers (FRP) sheets
are innovative and sustainable building material being developed during last 20-30
years.
To achieve objective the work was related to repair and strengthening of
engineering structures and it deals with the design for strengthening of concrete
structures by carbon fiber composites. [1]R & M international Pvt. Ltd is company
which deals with strengthening and retrofitting works. They studied the properties and
made use of carbon fiber for their conventional use. The company had carried the
rehabilitation of Karal Railway Over Bridge, Navi Mumbai which got functioned in
1991 and the length of bridge is 700m. [2]. The Flexural strengthening of Glued
Laminated Timber Beams with Steel and Carbon Fiber Reinforced Polymers. The aim
of this thesis is to study the overall behaviour of reinforced Glulam beams loaded in
flexure and to study in comparison the strengthening effect of steel and CFRP[3].
Axial testing of columns confined with carbon fiber polymers and also studied the
effect of orientation of fiber. Tests were conducted to demonstrate the concrete
confinement capability of FRP laminates consisting of carbon fibers with different
fiber orientations including ±45-degree direction and different concrete cross section
(circular and rectangular). The performance of the ±45-degree FRP laminates is
compared to that of unidirectional FRP laminates of different manufacturers and
amounts of materials. [4].This study presents a study on the ductility performance of
hybrid fibre reinforced concrete. The influence of fibre content on the ductility
performance of hybrid fibre reinforced concrete specimens having different fibre
volume fractions was investigated. The parameters of investigation included modulus
of rupture, ultimate load, service load, ultimate and service load deflection, crack
width, energy ductility and deflection ductility. [5]. Wood properties are often
inappropriate for heavy loads construction applications. Major drawbacks like
durability and high variability among the properties present in timber can be reduced
by using glued-laminated timber. A further step to decrease this variability has been
widely investigated during the last decades by bonding FRP (carbon, aramid and glass
fibres) to timber or glulam beams [6].There is a large world-wide need for simple and
reliable methods to repair and strengthen aging infrastructure and buildings. The use
of cementitious fibre composites offers several advantages over the existing methods.
No other work on strengthening of structural concrete with cementitious composites
reinforced with continuous high strength fibres was identified when the present work
started in 1998. At present time, 2003, it still is a new technique and very little
research has been internationally reported. This work includes a literature survey
describing the state of the art of the strengthening of structural concrete with cement
based fibre reinforced composites [7]. Fiber-reinforced polymer (FRP) systems for
strengthening concrete structures are an alternative to traditional strengthening
techniques, such as steel plate bonding, section enlargement, and external post-
tensioning. FRP strengthening systems use FRP composite materials as supplemental
externally bonded reinforcement. FRP systems offer advantages over traditional
strengthening techniques: they are lightweight, relatively easy to install, and are
noncorrosive. Due to the characteristics of FRP materials as well as the behaviour of

Effect of Carbon Lamination on the Strength of Concrete Structures
members strengthened with FRP, specific guidance on the use of these systems is
needed. This document offers general information on the history and use of FRP
strengthening systems; a description of the unique material properties of FRP [8].
Beams and slabs externally reinforced with FRP are often in contact with moisture
and temperature cycles that reduce the expected durability of the system. Bond
degradation is a frequent cause of premature failure of structural elements and
environmental conditions are known to relate to such failures. The study shows the
effects of cycles of salt fog, temperature and moisture as well as immersion in salt
water on the bending response of beams externally reinforced with GFRP or CFRP,
especially on bond between FRP reinforcement and concrete. Temperature cycles (10
C; 10 C) and moisture cycles were associated with failure in the concrete substrate,
while salt fog cycles originated failure at the interface concrete–adhesive. Immersion
in salt water and salt fog caused considerable degradation of bond between the GFRP
strips and concrete. However, immersion did not lower the load carrying capacity of
beams, unlike temperature cycles (10 C; 10 C) that caused considerable loss. No
significant differences were detected on the behaviour of the systems strengthened
with GFRP and CFRP [9]. FRP jackets were investigated for their confinement
effectiveness on rectangular RC columns. Thirteen reduced-scale short columns were
tested to failure in axial compression. Variables investigated include: the type of
fibers (AFRP, CFRP or GFRP), the thickness of the jacket, the aspect ratio of the
rectangular cross section and the radii of the corners. For square columns, GFRP
jackets were observed to increase the ultimate axial stress and strain more effectively
than either AFRP or CFRP jackets [10].
2. PROPERTIES OF CARBON FIBER
High Strength to weight ratio, Good Rigidity, Corrosion resistant, Fatigue Resistant,
Good tensile strength , Fire Resistance/Not flammable, High Thermal Conductivity ,
Low coefficient of thermal expansion, Non-poisonous, Biologically inert-Ray
Permeable, Shelf Life.
2.1. Fiber & Laminate Engineering Properties
The values for various engineering properties of carbon fiber and laminate are given
below.
Table 1 Carbon Fiber Sheet Properties
Carbon Fiber Sheet Properties SI unit
Tensile Strength 4,900 MPa
Tensile Modulus 230,000 MPa
Ultimate Elongation 2.1%
Density 1.8 g/cm3
Table 2 Carbon Fiber Laminate Properties
Laminate Properties SI unit
Tensile Strength 2,750 MPa
Tensile Modulus 16,500 MPa
Ultimate Elongation 1.7%
Density 1.3 g/cm3

2.2. Classification of Carbon Fiber
Based on modulus, strength, and final heat treatment temperature, carbon fibers can
be classified into the following categories:
 Based on carbon fiber properties.
 Based on precursor fiber materials.
 Based on final heat treatment temperature.
3. PROCEDURE OF LAMINATION
The execution of strengthening should be carried out according to the following steps.
Special care should always be taken to ensure the high quality of work.
 Preparation of concrete surface: Mechanical cleaning of the surface should be carried
out (e.g. by sand blasting). Best bond is obtained if the surface is not completely
smooth but has a roughness: 0.5-1mmGrinding of surface is carried out and then deep
surface holes are levelled.
Figure 2 Grinding of concrete surface
Figure 1 Stress to Strain graph of Various Fibers

Figure 3 filling the holes with cement plaster
 Mixing of the two-component glue:
The two component resins used should be properly mixed.
Figure 4 Addition of chemicals
Figure 5 Mixing of chemicals

 Application of glue as well as carbon strips or fabrics:
Resin layer is applied on the surface of the member and the fibres are put into this
resin layer in-situ in the form of fabrics. The fabrics are covered again with a resin
layer. This procedure can be repeated several times. The successive fabric layers are
embedded into the previous resin layer. Fabrics can be unidirectional by running
fibres or perpendicular using woven fibres. Resin plays a double role in these
applications.
Figure 6 Application of resin layer
Figure 7 Application of carbon fiber material
Protecting layers:
Protecting layers can be applied for aesthetic reasons such as sand layer.

Figure 8 Protecting layer
4. TESTS AND RESULTS
4.1. For evaluation of the engineering properties three tests were
conducted viz. Compression test, Split tensile test and Flexural test as
described below.
Compression Test
 Dimensions of test piece are measured at 3 different places along its height/length to
determine the average c/s area.
 Ends of the specimen should be plane. For that the ends are tested on a bearing plate.
 The specimen is placed centrally between the two compressions plates, such that the
centre of moving head is vertically above the centre of specimen.
 Load is applied on the specimen by moving the movable head.
 The load and the corresponding contraction are measured at different intervals.
 Load is applied until the specimen fails.
Figure 9 compression test

Split Tensile Test
 Draw diametrical lines on two ends of the specimen so that they are in the same axial
plane.
 Determine the diameter and length of specimen.
 Place the specimen on the universal testing machine as shown in figure.
 Apply the load without shock and increase it continuously until nogreater load can be
sustained. Record the maximum load applied to specimen.
 Note the appearance of concrete and any unusual feature in the type of failure.
Figure 10 split tensile test
Flexural Test
 Measure the width and thickness of the specimen including the span length for the
calculation of the stress and elastic modulus. Mark on the locations where the load
will be applied under three-point bending.
 Bend testing is carried out using a universal testing machine until failure takes place.
 Construct the load-extension or load-deflection curve if the dial gauge is used.
 Calculate the bend strength, yield strength and elastic modulus of the specimen
 Describe the failure under bending
Figure 11 flexural test

4.2. Results And Discussion
This section deals with the results from the different tests done. The results are plotted
as load displacement graphs.
Compression Test
The compression test was done on cube of dimensions 15cm X 15cm X 15cm.The
tests on three cubes of carbon fiber laminated and three cubes of without lamination
was done on universal testing machine. The table below shows the obtained results
Table 3 Test results of cubes before lamination
c/s Area
mm2
MaxForce KN Max. Displacement
Compressive strength
KN/mm2
Cube 1 22500 880.5 7.80 mm 0.039
Cube 2 22500 811.4 6.40 mm 0.036
Cube 3 22500 860.4 7.60 mm 0.038
Table 4 Test results of cubes after lamination
c/s Area
mm2
Maximum Force
KN
Maximum
Displacement
Compressive
strength KN/mm2
Cube 1 22500 915.90 3.40 mm 0.041
Cube 2 22500 921.70 3.50 mm 0.040
Cube 3 22500 912.30 3.10 mm 0.040
The compressive strength was increased by about 8% after carbon fiber
lamination which is not more but the maximum displacement of laminated cube is
much less than unlamented cubes. The decrease in maximum displacement of
laminated cubes is about 55% than that of unlamented cubes.
The failure of unlamented cube was complete at its maximum load whereas the
laminated cubes were still serviceable at its maximum load.
Split Tensile Test
This test was done on circular column of diameter 15cm and height 30cm.In this test
one column with carbon fiber lamination and one without lamination was tested on
universal testing machine. The table below shows the obtained results;
Table 5 Test results of Column before lamination
c/s Area
mm2
Max. Force
KN
Max.
Displacement
Compressive
strength
KN/mm2
Circular column 17678.5 418.8 7.80 mm 0.024
Table 6 Test results of Column after lamination
c/s Area
mm2
Max. Force
KN
Max.
Displacement
Compressive
strength KN/mm2
Circular
column
17678.5 921.750 5.60 mm 0.052

The tensile strength of column was increased by about 55% after carbon fiber
lamination. The load carrying capacity of unlamented column was only 418.8 KN
whereas load carrying capacity of laminated column was 921.75 KN which is much
greater then unlamented column. The decrease in maximum displacement of
laminated column is about 28% than that of unlamented columns.
The failure pattern is as shown in figure below. The laminated column is still
serviceable at the maximum force given to it.
Figure 12 Failure pattern for split tensile test
Flexural Test
This test was done on beam of dimensions 15cm x 15cm x 70cm.In this test two
beams of carbon fiber lamination and two beams without lamination was tested on
universal testing machine. The table below shows the obtained results;
Table 7 Test results of Beam before lamination
c/s Area
mm2
Maximum
Force KN
Maximum
Displacement
Compressive
strength
KN/mm2
Beam 1 22500 26.85 1.00 mm 0.0011
Beam 2 22500 29.70 1.20 mm 0.0013
Table 8 Test results of Beam after lamination
c/s Area
mm2
Maximum
Force KN
Maximum
Displacement
Compressive
strength KN/mm2
Beam 1 22500 59.3 1.05 mm 0.0026
Beam 2 22500 52.5 1.10 mm 0.0023
The flexural strength of beam was increased by 55% after carbon fiber lamination.
The load carrying capacity of unlamented column was only 28.75KN whereas load
carrying capacity of laminated column was 55.9KN which is much greater then
unlamented column.
The carbon fiber laminated beam was not failed at its given load but the maximum
displacement was nearly same as unlamented beam at load greater than 2 times.

5. COST COMPARISON OF STEEL JACKETING AND CARBON
FIBER LAMINATION
For comparison of cost of carbon fiber lamination with conventional retrofitting work
that is steel jacketing, the column of size 900mm x 900mm and height having 3.3m
was considered.
5.1. Cost required for Steel Jacketing
Table 9 costs required for steel jacketing
Sr. No. Description of Items Unit Qty. Om shanti enterprises
Rate Amount
1
Providing and fixing 12mm dia. anchor
fasteners at 350c/c horizontally & 400c/c
vertically staggered on both adjoining
faces with anchorage of 125mm.
PER/
NOS
132 475 62700
2
Providing and fixing 20mm dia. anchor
fasteners- at top & bottom with
anchorage of 200 mm in beams &
through bolting in slabs of 150 thick.
PER/
NOS
24 875 21000
3
Providing fabrication and erecting
structural steel like plates, angles etc., of
various sizes as per drawing including
cutting, grinding etc. Complete. (Please
note vertical angles to be 150 x 150 x 6
instead of 75x75x6 as mentioned
drawing.) Including marking of points on
steel plate up to 16mm thick for fixing of
anchor fasteners, drilling the same,
providing stiffner plates as per drawding.
Provided.
KG 2250 120 270000
4
Levelling the column /beam/ slab to be
strengthened prior to steel plate jacketing
using epoxy putty, roughening of existing
column surface for proper bonding
between old concrete 7 plate including
providing 7 applying high performance
adhesive agent for providing a bond betn
column & steel plates as per
manufacturers specification as
recommended.
SQM 15 1000 15000
5
Providing & applying two coats of rust
preventing & fire retardant paint to the
exposed steel plate area. 1) Berger
prtectmastic or equivalent.
SQM 16 350 5600
Total amount Rs 374300 /-

5.2. Cost required for Carbon Fiber Wrap
Table 10 Cost required for carbon fiber lamination
Sr. No. Description of Items UNIT QTY ARYABHATT ENTERPRISES
RATE AMOUNT
1 Erection of scaffolding LUMP. - 500 500
2
Breaking of column surface
using Chipper machine
SQM 12 550 6600
3
Applying polymer skim
coat
SQM 12 750 9000
4
Carbon fibre wraps system
including all taxes.
SQM 12 4000 48000
5
Fibre anchor (For Beam
Only)
PER NOS - 435 -
6 Sand sprinkling SQM 12 700 8400
TOTAL AMOUNT Rs. 72500 /-
Therefore, the cost involved for carbon fiber wrapping is only 20 to 25 % that of
using steel jacketing.
6. CONCLUSION
The compressive strength of the carbon fiber wrap is 8% more as compared to
unlamented cubes. The tensile strength of carbon fiber wrap to column is 55% more
as compared to unlamented column. The flexural strength of carbon fiber wrap made
to beam is 55% more as compared to unlamented beam.
The carbon fiber wraps increases tensile and flexural strength then that of
compressive strength.
The maximum displacement of carbon fiber wrap is about 30 to 50 % less than
that of unlamented concrete cube, column and beam.
The use of carbon fiber wrap saves 70 to 75 % cost associated with using steel
jacketing.
Further investigation should be carried out to check the use of carbon fiber as
partial replacement for steel.
REFERENCES
[1] Amelie Gresille (2009), Carbon fiber strengthening and jackting of engineering
structures
[2] Dr. Gopal Lalji Rai, Kulvinder Singh, Yogesh Singh R & M international Pvt.
Ltd. External Pre-Stressing Using Carbon Fibre Laminate
[3] JOBIN JACOB & OLGA LUCIA(2007) Flexural strengthening of glued
laminated timbers with steel and carbon fiber reinforced polymers”
[4] Renato Parretti and Antonio Nanni Axial Testing of concrete columns with
carbon FRP: Effect of Fiber Orientation
[5] S. Eswari, P.N. Raghunath and K. Suguna (2008) Ductility Performance of
Hybrid Fibre Reinforced Concrete
[6] Alann Andre (2006) Fibres for Strengthening of Timber Structures

[7] Anders Wiberg (2003) Strengthening of concrete beams using carbon fiber
composites
[8] ACI Committee 440, 2000, Guide for the Design and Construction of Externally
Bonded FRP Systems for Strengthening Concrete Structures, American
Concrete Institute, Farmington Hills, Mich.
[9] Manuel A.G. Silva and Hugo Biscaia. 2008. Degradation of Bond between FRP
and RC Beams. Composite Structures. 85: 164-174.
[10] Picher, F., Rochette, P. and Labossiere P. (1996). Confinement of Concrete
Cylinders with CFRP, Proc. First International Conference on Composite
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[11] Saafi, M., Toutanji, H.A. and Li, Z. (1999). Behavior of Concrete Columns
Confined with Fiber Reinforced Polymer Tubes, ACI Materials Journal, 96(4),
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[12] Xiao, Y. and Wu, H. (2000). Compressive Behavior of Concrete Confined by
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EFFECT OF CARBON LAMINATION ON THE STRENGTH OF CONCRETE STRUCTURES

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