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SHEAR STRNGTHENING OF RC BEAMS WITH EXTERNALLY BONDED
GFRP SHEETS
M. Hemapriya1
, T.P.Meikandaan2
Assistant Professor1,2
, Department of Civil Engineering 1,2
BIST, BIHER, Bharath University
meihemapriya@gmail.com
ganga_meik@yahoo.co.in
ABSTRACT
The superior properties of polymers composite materials like high corrosive resistance, high
strength, high stiffness, excellent fatigue performance and good resistance to chemical attack etc,
has motivated the researchers and practicing engineers to use the polymers composites in the
fields of retrofitting of structures .strengthening the reinforced concrete beams has some
advantages namely, increasing durability and extending life span of the weakened reinforced
concrete beams. Study on Shear Strengthening of RC Beams with GFRP sheets is carried out.
The dimension of the Beam Specimen is 100mmx200mmx1500mm. The reinforced concrete
beams externally bonded with GFRP sheets were tested using a symmetrical two point
concentrated static loading system. The ultimate strength of three beams were tested and treated
as Control beams. Three more beams were tested after preloading of 80% of its ultimate strength,
Strengthened using GFRP sheets. In this study (GFRP) Glass Fiber Reinforced Polymer gives
appreciable strength, stiffness, and ductility in shear.
Key wards: Glass fiber, epoxy, and retrofitting
1.1 INTRODUCTION
A few agents took up solid shafts and sections retrofitted with glass fiber strengthened polymer
(GFRP) composites so as to study the improvement of quality and pliability, toughness, impact
of restriction, planning of configuration rules. By GFRP sheets, retrofitting of solid structures
give a more practical and in fact better option than the conventional strategies much of the time
since it offers high quality, low weight, erosion resistance, high exhaustion resistance.
Deterioration in concrete structures is a major challenge faced by the infrastructure and bridge
industries worldwide. The deterioration can be mainly due to environmental effects, which
includes corrosion of steel, gradual loss of strength with ageing, repeated high intensity loading,
variation in temperature[1-6], freeze-thaw cycles, contact with chemicals and saline water and
exposure to ultra-violet radiations. Along these lines, broad examination works are being
completed all through world on retrofitting of solid bars and sections with remotely reinforced
GFRP composites. A few specialists took up solid pillars and sections retrofitted with glass fiber
strengthened polymer (GFRP) composites to ponder the upgrade of quality and flexibility,
sturdiness, impact of imprisonment, readiness of outline rules. By GFRP sheets[35-43],
retrofitting of solid structures give a more sparing and in fact better option than the conventional
International Journal of Pure and Applied MathematicsVolume 119 No. 12 2018, 8647-8667ISSN: 1314-3395 (on-line version)url: http://www.ijpam.euSpecial Issue ijpam.eu
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systems as a rule since it offers high quality, low weight, consumption resistance[7-14], high
weakness resistance.
RETROFITTING
Retrofitting refers to the addition of new technology or new features to older systems.
It is the modification of the existing structures to make them more resistant, durable and extend
their life span. Retrofitting is a technical intervention in the structural system of a structure that
improves the resistance by optimizing the strength, ductility and durability. Strength of the
structure is generated from the structural dimensions, materials, shape and number of structural
elements[15-22].
1.2 MATERIALS USED
1.2.1 Glass Fiber Reinforced Polymer (GFRP):
Glass Fibre is a material consisting of minerals extremely fine fibres of glass. It can be
used as a insulating material. Glass Fibres are also used as a reinforcing agent for many Polymer
products to form very strong and light fibre reinforced Polymer FRP Composite materials called
Glass Reinforced Plastic GRP popularily known as Fibre glass. Glass fibers are considerably
cheaper than carbon and aramid fibers[23-30]. Therefore glass fiber composites have become
popular in many applications. The moduli of fibers are 70-85 GPa with ultimate elongation 2-5%
depending on quality. The specialty AR-glass fibers are resistant to the alkaline environment
found in concrete but have much higher cost[44-50].
Table 1.1 Properties of GFRP
Properties of GFRP Value
Density of fibre 2.6 g/cc
Weight of fibre 920 g/mm2 Fibre thickness 4 mm Fibre orientation ±900 Nominal thickness per layer 1.5 mm Tensile strength 3400 N/mm2 Tensile modulus
Colour
Safety factor for static design
Ultimate strain
73000 N/mm2
White
1.5
4.5
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1.3 EXPERIMENTAL INVESTIGATION
The following tests are conducted on cement, fine aggregate and coarse aggregate and the
results are tabulated in the table[31-34].
1.3.1 TEST ON CEMENT
Portland Pozzolona Cement (PPC) is used for the experiment.
Table 1.2 Test on cement
TEST VALUES
Specific Gravity 3.15
Fineness 99.7%
Consistency 34%
Initial setting Time 40 min
1.3.2 TEST ON FINE AGGREGATE
Locally available sand is used as fine aggregate.
Table 1.3 Test on fine aggregate
TEST VALUES
Specific Gravity 2.61
Gradation(sieve analysis)(IS: 383) Zone II
1.3.3 TEST ON COARSE AGREGATE
The coarse aggregates of two grades are used one retained on 12.5 mm size sieve and another
grade contained aggregates retained on 20 mm sieve.
Table 1.4 Test on coarse aggregate
TESTS VALUES
Specific Gravity 2.78
Aggregate Impact Value 13.20%
Aggregate crushing value 5.809%
Aggregate Abrasion Value (LOS ANGELES) 5.52%
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1.4 MIX PROPORTIONS OF M20 GRADE CONCRETE
Table 1.5 Mix proportion
Water Cement Fine aggregate Coarse aggregate
191.58(lit) 425.73 (kg) 662.367 (kg) 1159.98 (kg)
0.45 1 1.55 2.72
1.5 CASTING OF BEAM
Width=100mm
Length =1500mm
Depth =200mm
Fig-1.1 Typical diagram of a beam
Table 1.6 : Quantity of materials for casting
Materials One Mould (in Kg) Six Mould (in Kg)
Cement 15 90
Fine Aggregate 22 132
Coarse Aggregate 37 222
Water 6.5 39
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1.6 TESTING THE SPECIMEN
Fig 1.2 Test setup
Fig 1.3 Testing on specimen
2.1 WORKABILITY TEST ON FRESH CONCRETE-
Table 2.1 Slump test
Water cement ratio (%) Workability measured slump (mm)
0.45 38
Table 2.2 Compaction factor
Water cement ratio (%) Compaction factor
0.45 0.824
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2.2 ANALYSIS OF BEAM FOR 28 DAYS:
Table 2.3: Load in Tonnes for 28 Days
Beam no. Control beam (Ultimate load)
at 28 days (Tonnes)
(Tonnes)
Preloaded beam of 80% at
28 days (Tonnes)
B 1 5.5 4.4
B 2 5.6 4.48
B 3 5.45 4.36
Avg Load
(Tonnes) 5.51 4.45
2.3 CONTROL BEAM TEST (ULTIMATE LOAD) AT 28 DAYS:
Table 2.4: Ultimate load and deflection
Testing of beam (Controlled beam CB 1)
Load (tonnes) LVDT 1 (mm) LVDT 2(mm)
0 0 0
0.5 0.7 0.1
1 0.9 0.3
1.5 1.1 0.45
2 1.4 0.6
2.5(initial crack) 1.8 1
3 2.4 1.50
3.5 2.8 1.7
4 3.4 2.3
4.5 4.5 2.7
5 4.5 3.4
5.5 (ultimate) 5.8 4.8
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0
1
2
3
4
5
6
7
0 1 2 3 4 5 6
Lo
ad
Deflection
Testing of beam (C.B 1)
LVDT 1 (mm)
LVDT 2(mm)
Fig 2.1 Load and deflection graph for C.B 1
Table 2.5: Ultimate load and deflection
Testing of beam (Controlled beam C.B 2)
Load (tonnes) LVDT 1 (mm) LVDT 2(mm)
0 0 0
0.5 0.3 0.1
1 0.52 0.31
1.5 0.7 0.5
2 1.2 0.85
2.5(initial crack) 1.5 0.9
3 1.9 1.36
3.5 2.35 1.9
4 2.9 2.4
4.5 3.45 2.8
5 4.4 3.7
5.6 (ultimate) 5.6 4.8
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Fig 2.2 Load and deflection graph for C.B 2
Table 2.6: ultimate load and deflection
Testing of beam (Controlled beam CB 3)
Load (tonnes) LVDT 1 (mm) LVDT 2(mm)
0 0 0
0.5 0.6 0.1
1 1 0.4
1.5 1 0.5
2 1.3 0.45
2.5(initial crack) 1.6 1.1
3 2.5 1.6
3.5 2.6 1.8
4 3.2 2.2
4.5 4.5 2.7
5 4.6 3.5
5.45 (ultimate) 5.7 4.7
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0
1
2
3
4
5
6
0 1 2 3 4 5 6
Lo
ad
Deflection
Testing of beam (CB 3)
LVDT1 (mm)
LVDT2(mm)
Fig.2.3 Load and deflection graph for C.B 3
2.4 PRELOADED BEAM TEST OF 80% AT 28 DAYS :
Table 2.7: Ultimate load and deflection
Testing Of Beam( Preloaded Beam (P.B 1) with 80% of load)
load (tonnes) LVDT 1 (mm) LVDT 2 (mm)
0 0 0
0.5 0.5 0.1
1 0.7 0.3
1.5 0.9 0.4
2 (initial crack) 1.3 0.7
2.5 1.7 0.9
3 2 1.3
3.5 2.6 1.5
4 3.1 1.9
4.4 (ultimate) 3.7 2.3
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Fig 2.4 Load and deflection graph for P.B 1
Table 2.8 : Ultimate load and deflection
Testing Of Beam( Preloaded Beam (P.B 2) with 80% of load)
load (tonnes) LVDT 1 (mm) LVDT 2 (mm)
0 0 0
0.5 0.2 0.1
1 0.4 0.35
1.5 0.7 0.5
2 1.1 0.84
2.5 (initial crack) 1.4 0.9
3 1.7 1.3
3.5 2.15 1.8
4 2.6 2.2
4.48 (ultimate) 3.3 2.8
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0
0.5
1
1.5
2
2.5
3
3.5
0 1 2 3 4 5
Load
Deflection
Testing Of Beam(P.B 2)
LVDT 1 (mm)
LVDT 2 (mm)
Fig 2.5 Load and deflection graph for P.B 2
Table 2.9 : Ultimate load and deflection
Testing Of Beam( Preloaded Beam (P.B 3) with 80% of load)
load (tonnes) LVDT 1 (mm) LVDT 2 (mm)
0 0 0
0.5 0.6 0.1
1 0.8 0.2
1.5 1 0.5
2 (initial crack) 1.2 0.8
2.5 1.6 1
3 2.1 1.2
3.5 2.7 1.4
4 3 1.8
4.45 (ultimate) 3.6 2.2
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0
0.5
1
1.5
2
2.5
3
3.5
4
0 1 2 3 4 5
Load
Deflection
Testing Of Beam(P.B 3)
LVDT 1 (mm)
LVDT 2 (mm)
Fig.2.6 Load and deflection graph for P.B 3
3.1 COMPRESSIVE STRENGTH ON CUBE :
1. It is found that after 7th day test on cube the compressive strength achieved was 13.78 N/mm
2
2. It is found that after 28th day test on cube the compressive strength achieved was 22.54
N/mm2
Fig 3.1 Compression Test on Cube.
3.2 SPLIT TENSILE STRENGTH OF CYLLINDER:
1. Testing done for tensile strength for cylinder after 7th day was 3.98 N/mm
2
2. Testing done for tensile strength for cylinder after 28th day was 8.85 N/mm
2
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Fig 3.2 Split tensile test on Cylinder
4.1 WRAPPING RESULTS FOR SPECIMEN
Table 4.1 Wrapped specimen 1
GFRP SINGLE LAYER WRAPPING 'U'- PATTERN FOR BEAM 4
Load (tonnes) LVDT 1 (mm) LVDT 2(mm)
0 0 0
0.5 0.3 0.4
1 0.6 0.7
1.5 0.9 1
2 1.1 1.2
2.5 1.4 1.5
3 1.7 1.8
3.5 2 2.1
4 (initial crack) 2.3 2.5
4.5 2.7 2.8
5 3.2 3.3
5.5 4.9 5.5
5.9(ultimate) 6.9 7.3
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Fig. 4.1 wrapped beam 4
Table 4.2 wrapped specimen 2
GFRP SINGLE LAYER WRAPPING 'U'- PATTERN FOR BEAM 5
Load (tonnes) LVDT 1 (mm) LVDT 2(mm)
0 0 0
0.5 0.2 0.3
1 0.6 0.5
1.5 0.9 0.8
2 1 0.9
2.5 1.2 1
3 1.5 1.1
3.5 1.9 1.7
4 (initial crack) 2.1 1.9
4.5 2.5 2.1
5 2.9 2.7
5.5 3.4 3.2
6 4.1 3.8
6.1 (ultimate) 5.8 5.2
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Fig 4.2 Wrapped beam 5
Table 4.3 wrapped specimen 3
GFRP SINGLE LAYER WRAPPING 'U'- PATTERN FOR BEAM 6
Load (tonnes) LVDT 1 (mm) LVDT 2(mm)
0 0 0
0.5 0.5 0.3
1 0.8 0.5
1.5 1.1 0.8
2 1.3 1
2.5 1.5 1.2
3 (initial crack) 1.8 1.6
3.5 2 1.9
4 2.3 2.1
4.5 2.5 2.3
5 2.9 2.7
5.5 3.4 3.2
6 (ultimate ) 3.9 3.5
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Fig 4.3 wrapped beam 6
Table 4.4 Comparison
BEAM FIRST CRACK LOAD ULTIMATE LOAD
Control beam 1 2.5 5.5
Control beam 2 2.5 5.6
Control beam 3 2.5 5.45
Beam 4 with single layer wrapping 4 5.9
Beam 5 with single layer wrapping 4 6.1
Beam 6 with single layer wrapping 3 6
5.1 CONCLUSIONS
The study on the effect of GFRP bonding with beams and working can still be a
promising work as there is always a need to strengthening of the beams.
The following conclusions could be drawn from the present investigation
1. It was found that the ultimate load of the beam wrapped with single layer of GFRP sheet
resulted in the increment by 9% by shear strengthening.
2. It was observed that the crack pattern in the beam specimen was in the vertical direction i.e the
crack progressed from the bottom towards the top of the beam .
3. The wrapped beam resisted more load than the control beams.
4. Hence, it was found that by strengthening the beam using wrapping in “U” manner increase
the strength of the beam.
International Journal of Pure and Applied Mathematics Special Issue
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