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International Journal of Civil Engineering and Technology (IJCIET)
Volume 8, Issue 4, April 2017, pp.
Available online at http://www.iaeme.com/IJCIET/issues.
ISSN Print: 0976-6308 and ISSN Online: 0976
© IAEME Publication
SEISMIC REHABILITATI
School of Mechanical and
Asst. Professor, School of Mechanical and Building Science
ABSTRACT
Beam-Column joints are critical regions in reinforced con
which are most vulnerable or sensitive to seismic forces. Hence strengthening and
rehabilitant beam-column joint is imperative to save the structure and its inhabitants
in case of earthquake forces. Numerous and large scale retrofit
reinforced polymer (FRP) composites are being undertaken worldwide. This
experimental study aims to investigate the effectiveness of strengthening beam
joints using synthetic fibres. In this study, Aramid fiber (synthetic fibr
strengthening and rehabilitant of beam
and tested under monotonic loading with the help of universal testing machine. At the
end, test results of control and rehabilitated samples were compared t
experimental conclusions in all tested specimens will embolden future investigations
in same direction for long term performance to enhancing this AFRP in structural
applications.
Key words: Reinforced Concrete, Compressive Strength, Flexural
tensile Strength, Beam-Column Joints, Aramid Fibre Reinforced Polymer, Monotonic
Loading, Rehabilitant of specimens.
Cite this Article: Jimmy Gupta and Dr. A. Arun Kumar Seismic Rehabilitation of
RCC Beam-Column Joint,
8(4), 2017, pp. 2173-2186.
http://www.iaeme.com/IJCIET/issues.
IJCIET/index.asp 2173 editor@iaeme.com
International Journal of Civil Engineering and Technology (IJCIET)
2017, pp. 2173–2186 Article ID: IJCIET_08_04_246
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4
6308 and ISSN Online: 0976-6316
Scopus Indexed
SEISMIC REHABILITATION OF RCC BEAM
COLUMN JOINT
Jimmy Gupta
M.Tech Student,
School of Mechanical and Building Science
VIT University, Chennai Campus
Chennai, India.
Dr. A. Arun Kumar
School of Mechanical and Building Science, VIT Univer
Chennai Campus Chennai, India.
Column joints are critical regions in reinforced concrete or RCC structures
which are most vulnerable or sensitive to seismic forces. Hence strengthening and
column joint is imperative to save the structure and its inhabitants
in case of earthquake forces. Numerous and large scale retrofitting works using fibre
reinforced polymer (FRP) composites are being undertaken worldwide. This
experimental study aims to investigate the effectiveness of strengthening beam
joints using synthetic fibres. In this study, Aramid fiber (synthetic fibres) was used for
strengthening and rehabilitant of beam-column joints. Many specimens were prepared
and tested under monotonic loading with the help of universal testing machine. At the
end, test results of control and rehabilitated samples were compared t
experimental conclusions in all tested specimens will embolden future investigations
in same direction for long term performance to enhancing this AFRP in structural
Reinforced Concrete, Compressive Strength, Flexural Strength, Split
Column Joints, Aramid Fibre Reinforced Polymer, Monotonic
Loading, Rehabilitant of specimens.
Jimmy Gupta and Dr. A. Arun Kumar Seismic Rehabilitation of
International Journal of Civil Engineering and Technology
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4
editor@iaeme.com
asp?JType=IJCIET&VType=8&IType=4
ON OF RCC BEAM-
VIT University,
crete or RCC structures
which are most vulnerable or sensitive to seismic forces. Hence strengthening and
column joint is imperative to save the structure and its inhabitants
ting works using fibre
reinforced polymer (FRP) composites are being undertaken worldwide. This
experimental study aims to investigate the effectiveness of strengthening beam-column
es) was used for
column joints. Many specimens were prepared
and tested under monotonic loading with the help of universal testing machine. At the
end, test results of control and rehabilitated samples were compared together. The
experimental conclusions in all tested specimens will embolden future investigations
in same direction for long term performance to enhancing this AFRP in structural
Strength, Split
Column Joints, Aramid Fibre Reinforced Polymer, Monotonic
Jimmy Gupta and Dr. A. Arun Kumar Seismic Rehabilitation of
Journal of Civil Engineering and Technology,
asp?JType=IJCIET&VType=8&IType=4
Seismic Rehabilitation of RCC Beam-Column Joint
http://www.iaeme.com/IJCIET/index.asp 2174 editor@iaeme.com
1. INTRODUCTION AND LITERATURE REVIEW
Almost everybody knows about concrete and also heard that it is a thing which is used in
construction of different structures like multi-stories buildings, Flyovers, bridges etc, where
concrete is nothing but a combination of binding material, fine aggregates and course
aggregates with proper percentage of water. Reinforced cement concrete (RCC) is a versatile
material, popularly used worldwide in most of the structures. How-ever, its performance
during the earthquakes or seismic forces has created lot of questions in the mind of
researchers. Earthquake may cause reinforced concrete structures to collapse, loss of leaving
lives and staggering economic losses also. Most of the structures in India are not able to resist
even moderate seismic or earthquake loading. Under seismic activity, it is imperative for RC
structures to have lateral resistance capacity against brittle breakdown. Non-earthquake
resistant buildings which designed by using non-seismic code of practice are vulnerable to
seismic excitations. Since reconstructing and demolishing RC buildings are expensive,
retrofitting the limited fraction of structural components and building can offer a workable
solution for ensuring the safety of structure and people. So, now are going to study it.
The Beam-Column Joint is the crucial as well as critical zone in a reinforced concrete
moment resisting frame as shown in fig-I. It is subjected to large forces during seismic
activity or severe ground shaking and its performance has a significant influence on the
response of the building. The functional requirement of a joint, which is the zone of
intersection of beams and columns, is to enable the adjoining members to develop and sustain
their ultimate capacity. The joints should have adequate strength and stiffness to resist the
internal forces induced by the framing members but lot of buildings are there in India which
are non-earthquake or seismic resistant. These type of weak buildings create large casualties
of leaving lives during moderate or heavy natural ground shaking. So, we used here aramid
fiber reinforced polymer (AFRP) to overcome this major loss.
Fiber Reinforced Polymer (FRP) is a popular material which normally used in
retrofitting or strengthening reinforced concrete structural elements in recent years. It is a
composite material made of a polymer matrix reinforced with natural or artificial fibres.
Some fibres are like carbon, aramid, glass, basalt and many more such as paper, wood,
asbestos or natural fibers have been also used. As above said, aramid fibers are used in this
experimental investigation which is a type of synthetic fiber.
Aramid fibers are the superstar family in fiber world which are a class of heat-resistant
and strong synthetic fiber. The name of fiber comes from a combination of two words,
“Aromatic Polyamide”. These fibers have excellent attributes such as good resistance to
abrasion, no melting point, low flammability, non-conductive, sensitive to ultraviolet
radiations as well as acids and salts etc.
Due to their superior strength-to-weight ratio and heat-resistant properties, aramid fibers
can be used in retrofitting of structural components to improve their strength against seismic
activities. Here, these fibers are used in retrofitting or rehabilitation of beam-column joint
which is a crucial zone in structure.
Jimmy Gupta and Dr. A. Arun Kumar
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Figure 1 Beam-Column Joint
Beam-column joints, being the vertical and lateral load resisting members in reinforced
concrete (RC) structures are particularly vulnerable to breakdown during seismic activity [1].
It has also been initiated that exterior beam column joints are more accessible than interior
joints [2]. This may be attributed to inadequate strength to tolerate the lateral loads by the
joints with the reason being destitute detailing without due consideration to earthquake
provisions. This complication results in reduced ductility with diagonal shear developed in
the joints leading to catastrophic rapture. Insufficient transverse reinforcement in the joints
and weak column—strong beam design are the prime reasons observed for the joint shear
breakdown during seismic action [3]. Beam-column Joints must be formed to allow for the
dissipation of huge amount of energy in to the neighbouring aspects without significant
damage of strength and ductility [4]. If the column or vertical member is not wide enough or
if the stability of concrete in the joint is low, there is inadequate bond of concrete on the steel
bars. In such type of circumstances, the bar slips inside the joint, and beams lose their load
carrying capacity [5]. FRP materials have number of agreeable characteristics such as
extreme high strength, immunity to corrosion, ease of installation, availability in convenient
tailor made forms etc [6]. GFRP jacketing comes out to be an impressive technique to
recapture the stiffness and strength of damaged joints [7]. GFRP jackets were found to be
capable of boosting the shear resistance of the joints by enhancing ductility of it. By using
this jacketing, the integrity of the concrete might be managed by confinement, significantly
improving the ductility and the load carrying capacity of the rehabilitated zone [8]. Web
bonded FRP type retrofitting at joints was found to result in 40% increment in the lateral load
resisting capacity of reinforced concrete frames [9].
2. SCOPE & OBJECTIVE
The intention of this investigation is to study the seismic retrofitting or rehabilitation of
beam-column joint with corbel tested under monotonic loading using AFRP (Aramid Fiber
Reinforced Polymer) so that structures which constructed without consideration of seismic
code and can’t be able to resist seismic forces, can be retrofit and rehabilitate easily in future
because reconstructing and demolishing the RC buildings are too expensive.
3. RETROFITTING AND STRENGTHEN OF BEAM-COLUMN JOINT
The strengthening and retrofitting of beam-column joint take place using AFRP (Aramid
Fiber Reinforced Polymer). The beginning step of strengthening and retrofitting the beam-
column joint is to repair and close the gaps of cracks as shown in fig-II. It is to ensure that
cracks should be perfectly repaired prior to retesting of specimen under monotonic or cyclic
load and diagonal cracks at top area of the column were repaired with epoxy coating to cover
up structural cracks. The wrapping of AFRP sheets on prime coat epoxy resin (Araldite GY
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257 and Hardener HY 840) takes place once the epoxy injection grouting dried. The column
is retrofitted with three different layers of AFRP sheets from all sides of it and the transverse
beam near the joint region was also retrofitted using three different layers of AFRP sheets on
both side of the joint as shown in fig III. After the cracks were treated, specimens kept for
required period of curing so that FRP could be set properly and made a perfect bond with
concrete.
Figure 2 Retrofitting Technique
Figure 3 Bonding of concrete with AFRP sheet
4. BONDING PROCEDURE
Before wrapping the AFRP sheets, the surface and edges of the specimens were ground by
mechanical means and surface of concrete was slightly chiseled off with pointed chisel to
remove the surface material for enhancing good bonding and cleaned with fresh water to
abolish all dirt and debris. Once the surface of specimen had been prepared, the epoxy resin
was prepared. Mixing was carried out in the proportion of 1:0.5 with Araldite GY 257 and
Hardener HY 840. The epoxy coating was enforced on the specimen and the 1st layer of
AFRP sheets was placed over the surface of beam-column joint as shown in fig-III. A hand
roller was also used to roll over the surface gently to abolish the voids. After 7 days of curing
period, the epoxy coating was enforced over the sheet and then, the second layer of fiber
sheet was placed, similarly third layer of sheet was applied.
5. EXPERIMENTAL WORK
5.1. Materials And Their Properties
Some common material are used in this research work which must to prepare concrete such
as ordinary Portland cement (OPC) of 53 grade, different size of aggregates, highly water
reducer type Super Plasticizer which has 1.425 specific gravity, fresh water and aramid fiber
reinforced polymer (AFRP) sheet. Aramid type FRP sheet is a non-degradable substance
which has no melting point and has good resistance to abrasion.
Cement: In this experimental examination Ordinary Portland cement (OPC) of 53-grade
is used. So, the attributes of cement as per IS code 12269:1989 are as follows:
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Table 1 Properties of Cement
Property Average value of OPC used in
this investigation
Standard value
Specific Gravity 3.14 ----
Consistency (%) 32 ----
Initial setting time (min.) 74 >30
Final setting time (min.) 240 <600
Soundness 2.9 <10
Fineness 98.50 ----
Aggregates: Maximum Strength of concrete is depends on attributes and behavior of
aggregates such as shape of aggregates, particle size distribution inside wetness etc. Chemical
reaction between dust free aggregates and cement paste creates bond or strength between
them. So can say, aggregates are the major factor by which concrete gains its strength.
The different important attributes of aggregates were determined as per IS code
2386:1963 as shown in table II.
• Coarse aggregates: Coarse aggregates were use in this research work which was 20mm
as well as 12.5mm size with free from dust and aggregates were crushed angular shape
type.
• Fine aggregates: Fine aggregates were use of less than 4.75mm size which means, are
passing through 4.75mm sieve. It helps to fill voids in concrete mixture and assist in
producing uniformity and workability.
Table 2 Properties of Aggregates
Property Fine Aggregates Coarse
Aggregates
Specific gravity 2.63 2.74
Water
absorption
0.67 0.95
Size of
Aggregates
(mm)
< 4.75 < 20
Bulking of
Sand (%)
28 ----
Sieve Analysis Zone III-
confirming to IS
383:1970
----
5.2. Preparation of Specimens
In this experimental work, IS code 10262:2009 used for prepare M30 concrete mix by using
OPC- 53 grade cement, fine aggregates which passed through 4.75mm sieve, dust free coarse
aggregates of two different sizes (20mm and 12.5mm) of crushed angular shape, BASF types
super-plasticizer or highly water reducer chemical, fresh water and with 0.42 standard water
cement ratio. Standard dosage of super-plasticizer (0.6% of cement by weight) was used in
this mix to maintain concrete workability. This concrete mix was moulded in form of
standard 100mm x 100mm x 100mm size of cube mould, 100mm x 100mm x 500mm size of
prisms, 100mm x 200mm size of cylinders and exterior beam-column where column size was
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100mm x 100mm with height 1000mm and beams size was 100mm x 100mm with length
750mm as shown in fig-IV.
Figure 4 Preparation and Curing of Specimens
Details of the Specimen
The dimensions and reinforcement detail of the beam-column joint used in present study are
shown in figure, and beam-columns are as follows:
Design Load of Joint = 10 kN
Req. Area of Steel = 157.7 mm2
Prov. Area of steel = 226.08 mm2
Beam
Cross section = 100mm x 100mm with length 750mm.
Top Reinforcement = Two bars of 8mm diameter.
Bottom Reinforcement = Two bars of 10mm diameter and one bar
of 8mm diameter.
Stirrups = 6mm diameter with the spacing of 75mm
centre to centre (c/c).
Column
Cross section = 100mm x 100mm with length 1000mm.
Main Reinforcement = Four bars of 8mm diameter.
Vertical Ties = 6mm diameter with the spacing of 75mm
centre to centre (c/c).
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Table 3 Concrete Mix Proportions
Concrete Mix Properties for 1 Cubic Meter
Materials Mass of Materials
(kg/m³)
W/C = 0.42
Cement 333
Fine Aggregates 750
Coarse
Aggregates
20 mm 790
12.5 mm 484
Super-Plasticizer 2.0
Water 140
Required quantities of given materials were mixed with accurate proportion in drum type
mixing machine with proper batching. Batching is nothing but a process of measuring
materials so that, can mix with each other in require quantity which is given in table III.
Highly water reducer type super-plasticizer was also added in concrete in require percentage,
firstly it mixed in water and then that mixture was added steadily in mixture machine.
Figure 5 Compression Test on Cubical Sample
Mixing was continued till uniform mixing of raw material, could be achieved. Once the raw
materials were mixed completely, mixture was placed in bigger pan and then it poured in
cube shaped moulds, prisms and cylinders for compressive strength test, flexural strength test
and split tensile strength respectively and also in T-shaped moulds and vibrated it properly for
sufficient time so as not to have any voids. Inside portion of moulds were coated with oil
before pouring concrete so that samples could be remove easily from moulds after 24 hours.
Moulds were filled with mixture in three different layers and each layer was tamped 25 times
with the help of steel tamping rod. After 24-hours, when mixture settled thoroughly in
moulds, de-moulded it and cured with wet sacks for recommended time period.
5.3. Testing of Specimens
In this experimental examination, compression, flexural and spilit tensile test used for
determine compressive, flexural and tensile strength of specimens after 7-day and 28-day of
curing time. These tests were used firstly for conventional (normal cement-concrete)
specimens and after that for FRP specimens so that it can be possible to compare
conventional values and FRP values together. Testing of beam-column joint is also done by
universal testing machine to find its load carrying capacity or strength by applied monotonic
loading. So, discussion about tests is as follows:
Compression Test: This is most frequent test conducted on hardened concrete by
compression testing machine of 2000 KN capacity as shown in fig-V. By this test it can be
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judge that whether concreting has been done properly or not. It is so easy to perform and
carried out only on that specimen those are cubical in shape, which has only two types 150 x
150 x 150mm and 100 x 100 x 100mm. In this study, 100 x 100 x 100 mm size of cubes used
to determine compressive strength.
Flexural Test: Direct measurement of tensile strength of PCC specimens is not possible so
flexural strength test is used to determine tensile strength of PCC. It is measure of PCC
prisms to resist failure under bending. It is expressed as Modulus of Rupture (MR) in Mega-
Pascal’s (Mpa) and determined by standard test methods of ASTM C 78 (third-point loading)
or ASTM C 293 (centre-point loading). Flexural strength of concrete samples should be about
10 to 20 percent of compressive strength of that sample which depends on size, type and
volume of aggregates used. The modulus of rupture (MR) determined by ASTM C 293 or
centre-point loading is always greater than modulus of rupture (MR) determined by ASTM C
78 or third-point loading. But in this study, ASTM C 293 or centre-point loading method was
used to determine flexural strength of concrete by used 500 x 100 x 100mm size of concrete
samples as shown in fig-VI.
Split Tensile Test: The split tensile strength of concrete was tested on cylindrical specimens
by compression testing machine by kept specimen in horizontal position as shown in figure
VI. Cylindrical specimens of size 100mm x 200mm were prepared for testing after curing
period of 28-days.
Figure 6 Testing on different specimens
Beam-Column Joint Test: The testing arrangement of beam-column joint is shown in tested
which is in fig-VI, with a constant axial load on the column and a static load at the beam tip.
Beam-column joint was tested by hydraulic jacks under initial axial restraining force of 10kN
to the column. The monotonic load test was conducted on the control and retrofitted
specimens of reinforced concrete joint. If the column axial load applied by the hydraulic
jacks, exceeded by one-half of its capacity, the effect of axial load will be more on the joint.
So as to maintain the seismic load or earthquake load behavior on beam-column joint, the
axial load was controlled and it is decided to apply the load up to one-half of its load carrying
capacity only. Where, Hydraulic jack was used to apply axial load and it was monitored by
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the data acquisition and load cell system. Total of four specimens were casted and prepared
for testing, including two control specimens, which were tested beyond its ultimate failure
strength and remaining two were tested by applying seventy percentage of their ultimate load.
After testing, the failed control specimens were repaired by fill the crack portions with
cement paste after cleaning the surfaces of sample by sand paper. Same grade of concrete was
used in damaged portion and compact it well. The rehabilitated specimens were placed in
fresh water for 28 days of curing and after curing samples wrapped with AFRP sheet in
different layers. Remaining two specimens were also wrapped by using aramid fibre
monolithically after giving 70 percentage of ultimate load.
6. COMPARISON OF TEST RESULTS AND DISCUSSION
From the light of the experimental investigation work, behavior of beam-column joints found
for control and Strengthened beams after 28-days testing, behavior of cubical samples, prisms
and cylindrical samples are discussed in following lines which are as-
Compressive strength of cubical samples after required period of wet curing when compared
control with AFRP samples found that it increased more than 2%. This test conducted on
2000kN capacity of compression testing machine under compression load as per IS 516:1959
as shown in fig. V and similar values of compressive strength results are given in table IV.
The results came from compression test are in form of maximum load carried by cubical
sample before it fail.
The compressive stress or strength (N/mm2
) can be determined by dividing the maximum
load carried by cubical samples to its cross-sectional area.
Therefore,
				ߪ =	
௉
஺
N/mm2
Where,
P = Maximum load carried by cubical sample before failure,
A = Cross-sectional area cube which is nothing but 100mm x 100mm
= 10000 mm2
,
σ = Maximum Compressive Stress (N/mm2
)
Flexural strength of prisms after required period of wet curing when compared control with
AFRP samples found that it increased more than 24%. This test conducted on 2000kN
capacity of flexural testing machine under centre point loading as shown in fig. VI and
similar results are given in table V. The results came from flexural strength test are in form of
maximum load carried by beam under centre-point loading before it fail under bending
compression. By using the fundamental bending equation, can determine the bending stresses.
We know that,
Where,
M = Moment of Resistance which is nothing but load in to perpendicular distance (Nmm),
I = Moment of Inertia about neutral axis which is bd³/12 (mm4
),
σb = Bending Stress (N/mm2
),
y = Extreme fibre distance from neutral axis which is nothing but d/2,
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b = Width of Beam (mm), d = Depth of Beam (mm).
Tensile strength on cylindrical samples after required period of wet curing when compared
control with AFRP samples found that it increased more than 5%. This test conducted on
2000kN capacity of compression testing machine under axis load as shown in fig. VI and
similar values of tensile strength results are given in table V. The results came from split
tensile test are in form of maximum load carried by cylindrical samples before it fail. By
using the fundamental mathematical equation, can determine the tensile stresses which is
2	ܲ
ߨ‫ܮܦ‬ൗ
Where,
P = Maximum load carried by cylindrical sample before failure,
D = Diameter of Sample in (mm),
L = Length of sample in (mm).
Testing on beam-column joint conducted on universal testing machine under monotonic or
cyclic loading as shown in fig-VI, from which a new relation of beam column strength is
found which is failure comes on column first in control testing but in AFRP sample failure
comes first on beam so this is a important result of this test ‘strong column weak beam’, it
will help to prevent fall down the whole structure. Many parameters were found as given in
table VI and VII, such as stiffness which is nothing but ratio of ultimate load to the maximum
displacement, measured in kN/mm and similar results where it increased by more than 30%,
are shown in table VII and AFRP sheet helped to reduce deflection of member.
Table 4 Compressive Strength Results
S. No. Mix
Density of
concrete
(kg/m3
)
Avg. Comp. Stress
(N/mm2
)
1-Day 7-Day
28-
Day
1. Control 2473 17.53 33.00 43.89
2. AFRP 2458 24.13 36.33 44.76
Table 5 Flexural and Tensile Strength Results
Flexural Strength
S. No. Mix Density of
Concrete
(kg/m3
)
Avg. Bending
Stress
(N/mm2
)
7-Day 28-Day
1. Control 2467 4.957 6.473
2. AFRP 2453 6.244 8.010
Tensile Strength
1. Control 2390 3.0 3.89
2. AFRP 2425 3.36 4.10
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Chart 1
Chart 2
Chart 3
Chart 4
0
10
20
30
40
50
Comp.Strength
0
2
4
6
8
10
FlexuralStrength
0
1
2
3
4
5
TensileStrength
0
2
4
6
8
10
12
14
16
Load(kN)
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Chart 1 Compressive Strength of Specimens
Chart 2 Flexural Strength of Specimens
Chart 3 Split Tensile Strength of Specimens
Chart 4 Initial & Max. Ultimate Load of Specimens
Control AFRP
Different Specimens
1-Day
7-Days
28-Days
Control AFRP
Different Specimens
1-Day
7-Days
28-Days
Control AFRP
Different Specimens
1-Day
7-Days
28-Days
C 1 C 2 A 1 A 2 R 1 R2
Specimens Details
Initial
Cracking load
Ultimate Load
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Table 6 Values of Initial and Ultimate Cracking Load for Different Specimens
Specimens
Type
Specimen Detail Initial Cracking
Load
(kN)
Max. Ultimate
Load (MUL)
(kN)
Yield
Load (kN)
Control
C1 5.5 10.5 5.0
C2 6.0 11.0 5.2
AFRP
A1 7.5 14.5 6.8
A2 7.0 13.5 6.2
Rehabilitated
R1 6.4 12.0 5.7
R2 6.2 12.6 5.4
Table 7 Values of Deflection-Ductility Ratios and Stiffness
Specimen
Types
Specimen Details Deflection
(mm)
Deflection-Ductility
Ratios (DDR)
Stiffness
(kN/mm)
Control
C1 11.0 2.20 0.950
C2 13.5 2.59 0.810
AFRP
A1 8.0 1.17 1.820
A2 9.5 1.53 1.421
Rehabilitated
R1 10.1 1.77 1.188
R2 10.6 1.96 1.200
Chart 5 Relation of Max Ultimate Load & Max Deflection
Chart 6 Relation of MUL & Deflection-Ductility Ratio
0
2
4
6
8
10
12
14
16
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Load(kN)
Deflection (mm)
C 1
C 2
A 1
A 2
R 1
R 2
0
2
4
6
8
10
12
14
16
0 1 2 3 4
Load(kN)
Deflection-Ductility Ratio (DDR)
C1
C2
A1
A2
R1
R2
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7. CONCLUSION
Based on experimental investigation the following conclusions can be drawn;
• Mechanical properties such as compressive strength, flexural strength and tensile strength
were also found better with AFRP sheet when it compared with control by 2%, 24% and
5% respectively.
• The above experimentally findings showing, AFRP found to be more efficient for the
treatment of exterior beam-column joint. By retrofitting the joint with AFRP sheet, the
lateral strength is increased by 14% and the initial cracking strength was found to be
increased by 9% when it compared with control specimens.
• The stiffness of joint also increases by more than 35% and found decrement in maximum
deflection value by 15% after rehabilitating when it compared with control specimen
results.
• This type of fibrous material can be beneficial for concrete to convert it brittle to ductile
manner as shown in chart-6 of deflection-ductility ratio. This unique property conversion
is found by compare the deflection-ductility ratio of control and AFRP specimens.
• In the control specimen, the failure comes in the column but in the retrofitted specimen
failure comes in the beam so from this, the strong column weak beam concept is achieved
and it helps to prevent the failure of entire structure.
REFERENCES
[1] Balsamo A., Colombo A., Manfredi G., Negro P., and Prota A., (2005): Seismic Behavior
of a Full-scale RC Frame Repaired using CFRP Laminates, Engineering Structures, Vol.
27, pp. 769-780.
[2] Robert Ravi, S. and Prince Arulraj, G. (2010) Experimental Investigation on the Behavior
of R.C.C. Beam Column Joints Retrofitted with GFRP-AFRP Hybrid Wrapping Subjected
to Load Reversal. International Journal of Mechanics and Solids, 5, 61-69.
[3] El-Amoury, T. and Ghobarah, A. (2002) Seismic Rehabilitation of Beam-Column Joint
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Ijciet 08 04_246

  • 1. http://www.iaeme.com/IJCIET/index. International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 4, April 2017, pp. Available online at http://www.iaeme.com/IJCIET/issues. ISSN Print: 0976-6308 and ISSN Online: 0976 © IAEME Publication SEISMIC REHABILITATI School of Mechanical and Asst. Professor, School of Mechanical and Building Science ABSTRACT Beam-Column joints are critical regions in reinforced con which are most vulnerable or sensitive to seismic forces. Hence strengthening and rehabilitant beam-column joint is imperative to save the structure and its inhabitants in case of earthquake forces. Numerous and large scale retrofit reinforced polymer (FRP) composites are being undertaken worldwide. This experimental study aims to investigate the effectiveness of strengthening beam joints using synthetic fibres. In this study, Aramid fiber (synthetic fibr strengthening and rehabilitant of beam and tested under monotonic loading with the help of universal testing machine. At the end, test results of control and rehabilitated samples were compared t experimental conclusions in all tested specimens will embolden future investigations in same direction for long term performance to enhancing this AFRP in structural applications. Key words: Reinforced Concrete, Compressive Strength, Flexural tensile Strength, Beam-Column Joints, Aramid Fibre Reinforced Polymer, Monotonic Loading, Rehabilitant of specimens. Cite this Article: Jimmy Gupta and Dr. A. Arun Kumar Seismic Rehabilitation of RCC Beam-Column Joint, 8(4), 2017, pp. 2173-2186. http://www.iaeme.com/IJCIET/issues. IJCIET/index.asp 2173 editor@iaeme.com International Journal of Civil Engineering and Technology (IJCIET) 2017, pp. 2173–2186 Article ID: IJCIET_08_04_246 http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4 6308 and ISSN Online: 0976-6316 Scopus Indexed SEISMIC REHABILITATION OF RCC BEAM COLUMN JOINT Jimmy Gupta M.Tech Student, School of Mechanical and Building Science VIT University, Chennai Campus Chennai, India. Dr. A. Arun Kumar School of Mechanical and Building Science, VIT Univer Chennai Campus Chennai, India. Column joints are critical regions in reinforced concrete or RCC structures which are most vulnerable or sensitive to seismic forces. Hence strengthening and column joint is imperative to save the structure and its inhabitants in case of earthquake forces. Numerous and large scale retrofitting works using fibre reinforced polymer (FRP) composites are being undertaken worldwide. This experimental study aims to investigate the effectiveness of strengthening beam joints using synthetic fibres. In this study, Aramid fiber (synthetic fibres) was used for strengthening and rehabilitant of beam-column joints. Many specimens were prepared and tested under monotonic loading with the help of universal testing machine. At the end, test results of control and rehabilitated samples were compared t experimental conclusions in all tested specimens will embolden future investigations in same direction for long term performance to enhancing this AFRP in structural Reinforced Concrete, Compressive Strength, Flexural Strength, Split Column Joints, Aramid Fibre Reinforced Polymer, Monotonic Loading, Rehabilitant of specimens. Jimmy Gupta and Dr. A. Arun Kumar Seismic Rehabilitation of International Journal of Civil Engineering and Technology http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4 editor@iaeme.com asp?JType=IJCIET&VType=8&IType=4 ON OF RCC BEAM- VIT University, crete or RCC structures which are most vulnerable or sensitive to seismic forces. Hence strengthening and column joint is imperative to save the structure and its inhabitants ting works using fibre reinforced polymer (FRP) composites are being undertaken worldwide. This experimental study aims to investigate the effectiveness of strengthening beam-column es) was used for column joints. Many specimens were prepared and tested under monotonic loading with the help of universal testing machine. At the end, test results of control and rehabilitated samples were compared together. The experimental conclusions in all tested specimens will embolden future investigations in same direction for long term performance to enhancing this AFRP in structural Strength, Split Column Joints, Aramid Fibre Reinforced Polymer, Monotonic Jimmy Gupta and Dr. A. Arun Kumar Seismic Rehabilitation of Journal of Civil Engineering and Technology, asp?JType=IJCIET&VType=8&IType=4
  • 2. Seismic Rehabilitation of RCC Beam-Column Joint http://www.iaeme.com/IJCIET/index.asp 2174 editor@iaeme.com 1. INTRODUCTION AND LITERATURE REVIEW Almost everybody knows about concrete and also heard that it is a thing which is used in construction of different structures like multi-stories buildings, Flyovers, bridges etc, where concrete is nothing but a combination of binding material, fine aggregates and course aggregates with proper percentage of water. Reinforced cement concrete (RCC) is a versatile material, popularly used worldwide in most of the structures. How-ever, its performance during the earthquakes or seismic forces has created lot of questions in the mind of researchers. Earthquake may cause reinforced concrete structures to collapse, loss of leaving lives and staggering economic losses also. Most of the structures in India are not able to resist even moderate seismic or earthquake loading. Under seismic activity, it is imperative for RC structures to have lateral resistance capacity against brittle breakdown. Non-earthquake resistant buildings which designed by using non-seismic code of practice are vulnerable to seismic excitations. Since reconstructing and demolishing RC buildings are expensive, retrofitting the limited fraction of structural components and building can offer a workable solution for ensuring the safety of structure and people. So, now are going to study it. The Beam-Column Joint is the crucial as well as critical zone in a reinforced concrete moment resisting frame as shown in fig-I. It is subjected to large forces during seismic activity or severe ground shaking and its performance has a significant influence on the response of the building. The functional requirement of a joint, which is the zone of intersection of beams and columns, is to enable the adjoining members to develop and sustain their ultimate capacity. The joints should have adequate strength and stiffness to resist the internal forces induced by the framing members but lot of buildings are there in India which are non-earthquake or seismic resistant. These type of weak buildings create large casualties of leaving lives during moderate or heavy natural ground shaking. So, we used here aramid fiber reinforced polymer (AFRP) to overcome this major loss. Fiber Reinforced Polymer (FRP) is a popular material which normally used in retrofitting or strengthening reinforced concrete structural elements in recent years. It is a composite material made of a polymer matrix reinforced with natural or artificial fibres. Some fibres are like carbon, aramid, glass, basalt and many more such as paper, wood, asbestos or natural fibers have been also used. As above said, aramid fibers are used in this experimental investigation which is a type of synthetic fiber. Aramid fibers are the superstar family in fiber world which are a class of heat-resistant and strong synthetic fiber. The name of fiber comes from a combination of two words, “Aromatic Polyamide”. These fibers have excellent attributes such as good resistance to abrasion, no melting point, low flammability, non-conductive, sensitive to ultraviolet radiations as well as acids and salts etc. Due to their superior strength-to-weight ratio and heat-resistant properties, aramid fibers can be used in retrofitting of structural components to improve their strength against seismic activities. Here, these fibers are used in retrofitting or rehabilitation of beam-column joint which is a crucial zone in structure.
  • 3. Jimmy Gupta and Dr. A. Arun Kumar http://www.iaeme.com/IJCIET/index.asp 2175 editor@iaeme.com Figure 1 Beam-Column Joint Beam-column joints, being the vertical and lateral load resisting members in reinforced concrete (RC) structures are particularly vulnerable to breakdown during seismic activity [1]. It has also been initiated that exterior beam column joints are more accessible than interior joints [2]. This may be attributed to inadequate strength to tolerate the lateral loads by the joints with the reason being destitute detailing without due consideration to earthquake provisions. This complication results in reduced ductility with diagonal shear developed in the joints leading to catastrophic rapture. Insufficient transverse reinforcement in the joints and weak column—strong beam design are the prime reasons observed for the joint shear breakdown during seismic action [3]. Beam-column Joints must be formed to allow for the dissipation of huge amount of energy in to the neighbouring aspects without significant damage of strength and ductility [4]. If the column or vertical member is not wide enough or if the stability of concrete in the joint is low, there is inadequate bond of concrete on the steel bars. In such type of circumstances, the bar slips inside the joint, and beams lose their load carrying capacity [5]. FRP materials have number of agreeable characteristics such as extreme high strength, immunity to corrosion, ease of installation, availability in convenient tailor made forms etc [6]. GFRP jacketing comes out to be an impressive technique to recapture the stiffness and strength of damaged joints [7]. GFRP jackets were found to be capable of boosting the shear resistance of the joints by enhancing ductility of it. By using this jacketing, the integrity of the concrete might be managed by confinement, significantly improving the ductility and the load carrying capacity of the rehabilitated zone [8]. Web bonded FRP type retrofitting at joints was found to result in 40% increment in the lateral load resisting capacity of reinforced concrete frames [9]. 2. SCOPE & OBJECTIVE The intention of this investigation is to study the seismic retrofitting or rehabilitation of beam-column joint with corbel tested under monotonic loading using AFRP (Aramid Fiber Reinforced Polymer) so that structures which constructed without consideration of seismic code and can’t be able to resist seismic forces, can be retrofit and rehabilitate easily in future because reconstructing and demolishing the RC buildings are too expensive. 3. RETROFITTING AND STRENGTHEN OF BEAM-COLUMN JOINT The strengthening and retrofitting of beam-column joint take place using AFRP (Aramid Fiber Reinforced Polymer). The beginning step of strengthening and retrofitting the beam- column joint is to repair and close the gaps of cracks as shown in fig-II. It is to ensure that cracks should be perfectly repaired prior to retesting of specimen under monotonic or cyclic load and diagonal cracks at top area of the column were repaired with epoxy coating to cover up structural cracks. The wrapping of AFRP sheets on prime coat epoxy resin (Araldite GY
  • 4. Seismic Rehabilitation of RCC Beam-Column Joint http://www.iaeme.com/IJCIET/index.asp 2176 editor@iaeme.com 257 and Hardener HY 840) takes place once the epoxy injection grouting dried. The column is retrofitted with three different layers of AFRP sheets from all sides of it and the transverse beam near the joint region was also retrofitted using three different layers of AFRP sheets on both side of the joint as shown in fig III. After the cracks were treated, specimens kept for required period of curing so that FRP could be set properly and made a perfect bond with concrete. Figure 2 Retrofitting Technique Figure 3 Bonding of concrete with AFRP sheet 4. BONDING PROCEDURE Before wrapping the AFRP sheets, the surface and edges of the specimens were ground by mechanical means and surface of concrete was slightly chiseled off with pointed chisel to remove the surface material for enhancing good bonding and cleaned with fresh water to abolish all dirt and debris. Once the surface of specimen had been prepared, the epoxy resin was prepared. Mixing was carried out in the proportion of 1:0.5 with Araldite GY 257 and Hardener HY 840. The epoxy coating was enforced on the specimen and the 1st layer of AFRP sheets was placed over the surface of beam-column joint as shown in fig-III. A hand roller was also used to roll over the surface gently to abolish the voids. After 7 days of curing period, the epoxy coating was enforced over the sheet and then, the second layer of fiber sheet was placed, similarly third layer of sheet was applied. 5. EXPERIMENTAL WORK 5.1. Materials And Their Properties Some common material are used in this research work which must to prepare concrete such as ordinary Portland cement (OPC) of 53 grade, different size of aggregates, highly water reducer type Super Plasticizer which has 1.425 specific gravity, fresh water and aramid fiber reinforced polymer (AFRP) sheet. Aramid type FRP sheet is a non-degradable substance which has no melting point and has good resistance to abrasion. Cement: In this experimental examination Ordinary Portland cement (OPC) of 53-grade is used. So, the attributes of cement as per IS code 12269:1989 are as follows:
  • 5. Jimmy Gupta and Dr. A. Arun Kumar http://www.iaeme.com/IJCIET/index.asp 2177 editor@iaeme.com Table 1 Properties of Cement Property Average value of OPC used in this investigation Standard value Specific Gravity 3.14 ---- Consistency (%) 32 ---- Initial setting time (min.) 74 >30 Final setting time (min.) 240 <600 Soundness 2.9 <10 Fineness 98.50 ---- Aggregates: Maximum Strength of concrete is depends on attributes and behavior of aggregates such as shape of aggregates, particle size distribution inside wetness etc. Chemical reaction between dust free aggregates and cement paste creates bond or strength between them. So can say, aggregates are the major factor by which concrete gains its strength. The different important attributes of aggregates were determined as per IS code 2386:1963 as shown in table II. • Coarse aggregates: Coarse aggregates were use in this research work which was 20mm as well as 12.5mm size with free from dust and aggregates were crushed angular shape type. • Fine aggregates: Fine aggregates were use of less than 4.75mm size which means, are passing through 4.75mm sieve. It helps to fill voids in concrete mixture and assist in producing uniformity and workability. Table 2 Properties of Aggregates Property Fine Aggregates Coarse Aggregates Specific gravity 2.63 2.74 Water absorption 0.67 0.95 Size of Aggregates (mm) < 4.75 < 20 Bulking of Sand (%) 28 ---- Sieve Analysis Zone III- confirming to IS 383:1970 ---- 5.2. Preparation of Specimens In this experimental work, IS code 10262:2009 used for prepare M30 concrete mix by using OPC- 53 grade cement, fine aggregates which passed through 4.75mm sieve, dust free coarse aggregates of two different sizes (20mm and 12.5mm) of crushed angular shape, BASF types super-plasticizer or highly water reducer chemical, fresh water and with 0.42 standard water cement ratio. Standard dosage of super-plasticizer (0.6% of cement by weight) was used in this mix to maintain concrete workability. This concrete mix was moulded in form of standard 100mm x 100mm x 100mm size of cube mould, 100mm x 100mm x 500mm size of prisms, 100mm x 200mm size of cylinders and exterior beam-column where column size was
  • 6. Seismic Rehabilitation of RCC Beam-Column Joint http://www.iaeme.com/IJCIET/index.asp 2178 editor@iaeme.com 100mm x 100mm with height 1000mm and beams size was 100mm x 100mm with length 750mm as shown in fig-IV. Figure 4 Preparation and Curing of Specimens Details of the Specimen The dimensions and reinforcement detail of the beam-column joint used in present study are shown in figure, and beam-columns are as follows: Design Load of Joint = 10 kN Req. Area of Steel = 157.7 mm2 Prov. Area of steel = 226.08 mm2 Beam Cross section = 100mm x 100mm with length 750mm. Top Reinforcement = Two bars of 8mm diameter. Bottom Reinforcement = Two bars of 10mm diameter and one bar of 8mm diameter. Stirrups = 6mm diameter with the spacing of 75mm centre to centre (c/c). Column Cross section = 100mm x 100mm with length 1000mm. Main Reinforcement = Four bars of 8mm diameter. Vertical Ties = 6mm diameter with the spacing of 75mm centre to centre (c/c).
  • 7. Jimmy Gupta and Dr. A. Arun Kumar http://www.iaeme.com/IJCIET/index.asp 2179 editor@iaeme.com Table 3 Concrete Mix Proportions Concrete Mix Properties for 1 Cubic Meter Materials Mass of Materials (kg/m³) W/C = 0.42 Cement 333 Fine Aggregates 750 Coarse Aggregates 20 mm 790 12.5 mm 484 Super-Plasticizer 2.0 Water 140 Required quantities of given materials were mixed with accurate proportion in drum type mixing machine with proper batching. Batching is nothing but a process of measuring materials so that, can mix with each other in require quantity which is given in table III. Highly water reducer type super-plasticizer was also added in concrete in require percentage, firstly it mixed in water and then that mixture was added steadily in mixture machine. Figure 5 Compression Test on Cubical Sample Mixing was continued till uniform mixing of raw material, could be achieved. Once the raw materials were mixed completely, mixture was placed in bigger pan and then it poured in cube shaped moulds, prisms and cylinders for compressive strength test, flexural strength test and split tensile strength respectively and also in T-shaped moulds and vibrated it properly for sufficient time so as not to have any voids. Inside portion of moulds were coated with oil before pouring concrete so that samples could be remove easily from moulds after 24 hours. Moulds were filled with mixture in three different layers and each layer was tamped 25 times with the help of steel tamping rod. After 24-hours, when mixture settled thoroughly in moulds, de-moulded it and cured with wet sacks for recommended time period. 5.3. Testing of Specimens In this experimental examination, compression, flexural and spilit tensile test used for determine compressive, flexural and tensile strength of specimens after 7-day and 28-day of curing time. These tests were used firstly for conventional (normal cement-concrete) specimens and after that for FRP specimens so that it can be possible to compare conventional values and FRP values together. Testing of beam-column joint is also done by universal testing machine to find its load carrying capacity or strength by applied monotonic loading. So, discussion about tests is as follows: Compression Test: This is most frequent test conducted on hardened concrete by compression testing machine of 2000 KN capacity as shown in fig-V. By this test it can be
  • 8. Seismic Rehabilitation of RCC Beam-Column Joint http://www.iaeme.com/IJCIET/index.asp 2180 editor@iaeme.com judge that whether concreting has been done properly or not. It is so easy to perform and carried out only on that specimen those are cubical in shape, which has only two types 150 x 150 x 150mm and 100 x 100 x 100mm. In this study, 100 x 100 x 100 mm size of cubes used to determine compressive strength. Flexural Test: Direct measurement of tensile strength of PCC specimens is not possible so flexural strength test is used to determine tensile strength of PCC. It is measure of PCC prisms to resist failure under bending. It is expressed as Modulus of Rupture (MR) in Mega- Pascal’s (Mpa) and determined by standard test methods of ASTM C 78 (third-point loading) or ASTM C 293 (centre-point loading). Flexural strength of concrete samples should be about 10 to 20 percent of compressive strength of that sample which depends on size, type and volume of aggregates used. The modulus of rupture (MR) determined by ASTM C 293 or centre-point loading is always greater than modulus of rupture (MR) determined by ASTM C 78 or third-point loading. But in this study, ASTM C 293 or centre-point loading method was used to determine flexural strength of concrete by used 500 x 100 x 100mm size of concrete samples as shown in fig-VI. Split Tensile Test: The split tensile strength of concrete was tested on cylindrical specimens by compression testing machine by kept specimen in horizontal position as shown in figure VI. Cylindrical specimens of size 100mm x 200mm were prepared for testing after curing period of 28-days. Figure 6 Testing on different specimens Beam-Column Joint Test: The testing arrangement of beam-column joint is shown in tested which is in fig-VI, with a constant axial load on the column and a static load at the beam tip. Beam-column joint was tested by hydraulic jacks under initial axial restraining force of 10kN to the column. The monotonic load test was conducted on the control and retrofitted specimens of reinforced concrete joint. If the column axial load applied by the hydraulic jacks, exceeded by one-half of its capacity, the effect of axial load will be more on the joint. So as to maintain the seismic load or earthquake load behavior on beam-column joint, the axial load was controlled and it is decided to apply the load up to one-half of its load carrying capacity only. Where, Hydraulic jack was used to apply axial load and it was monitored by
  • 9. Jimmy Gupta and Dr. A. Arun Kumar http://www.iaeme.com/IJCIET/index.asp 2181 editor@iaeme.com the data acquisition and load cell system. Total of four specimens were casted and prepared for testing, including two control specimens, which were tested beyond its ultimate failure strength and remaining two were tested by applying seventy percentage of their ultimate load. After testing, the failed control specimens were repaired by fill the crack portions with cement paste after cleaning the surfaces of sample by sand paper. Same grade of concrete was used in damaged portion and compact it well. The rehabilitated specimens were placed in fresh water for 28 days of curing and after curing samples wrapped with AFRP sheet in different layers. Remaining two specimens were also wrapped by using aramid fibre monolithically after giving 70 percentage of ultimate load. 6. COMPARISON OF TEST RESULTS AND DISCUSSION From the light of the experimental investigation work, behavior of beam-column joints found for control and Strengthened beams after 28-days testing, behavior of cubical samples, prisms and cylindrical samples are discussed in following lines which are as- Compressive strength of cubical samples after required period of wet curing when compared control with AFRP samples found that it increased more than 2%. This test conducted on 2000kN capacity of compression testing machine under compression load as per IS 516:1959 as shown in fig. V and similar values of compressive strength results are given in table IV. The results came from compression test are in form of maximum load carried by cubical sample before it fail. The compressive stress or strength (N/mm2 ) can be determined by dividing the maximum load carried by cubical samples to its cross-sectional area. Therefore, ߪ = ௉ ஺ N/mm2 Where, P = Maximum load carried by cubical sample before failure, A = Cross-sectional area cube which is nothing but 100mm x 100mm = 10000 mm2 , σ = Maximum Compressive Stress (N/mm2 ) Flexural strength of prisms after required period of wet curing when compared control with AFRP samples found that it increased more than 24%. This test conducted on 2000kN capacity of flexural testing machine under centre point loading as shown in fig. VI and similar results are given in table V. The results came from flexural strength test are in form of maximum load carried by beam under centre-point loading before it fail under bending compression. By using the fundamental bending equation, can determine the bending stresses. We know that, Where, M = Moment of Resistance which is nothing but load in to perpendicular distance (Nmm), I = Moment of Inertia about neutral axis which is bd³/12 (mm4 ), σb = Bending Stress (N/mm2 ), y = Extreme fibre distance from neutral axis which is nothing but d/2,
  • 10. Seismic Rehabilitation of RCC Beam-Column Joint http://www.iaeme.com/IJCIET/index.asp 2182 editor@iaeme.com b = Width of Beam (mm), d = Depth of Beam (mm). Tensile strength on cylindrical samples after required period of wet curing when compared control with AFRP samples found that it increased more than 5%. This test conducted on 2000kN capacity of compression testing machine under axis load as shown in fig. VI and similar values of tensile strength results are given in table V. The results came from split tensile test are in form of maximum load carried by cylindrical samples before it fail. By using the fundamental mathematical equation, can determine the tensile stresses which is 2 ܲ ߨ‫ܮܦ‬ൗ Where, P = Maximum load carried by cylindrical sample before failure, D = Diameter of Sample in (mm), L = Length of sample in (mm). Testing on beam-column joint conducted on universal testing machine under monotonic or cyclic loading as shown in fig-VI, from which a new relation of beam column strength is found which is failure comes on column first in control testing but in AFRP sample failure comes first on beam so this is a important result of this test ‘strong column weak beam’, it will help to prevent fall down the whole structure. Many parameters were found as given in table VI and VII, such as stiffness which is nothing but ratio of ultimate load to the maximum displacement, measured in kN/mm and similar results where it increased by more than 30%, are shown in table VII and AFRP sheet helped to reduce deflection of member. Table 4 Compressive Strength Results S. No. Mix Density of concrete (kg/m3 ) Avg. Comp. Stress (N/mm2 ) 1-Day 7-Day 28- Day 1. Control 2473 17.53 33.00 43.89 2. AFRP 2458 24.13 36.33 44.76 Table 5 Flexural and Tensile Strength Results Flexural Strength S. No. Mix Density of Concrete (kg/m3 ) Avg. Bending Stress (N/mm2 ) 7-Day 28-Day 1. Control 2467 4.957 6.473 2. AFRP 2453 6.244 8.010 Tensile Strength 1. Control 2390 3.0 3.89 2. AFRP 2425 3.36 4.10
  • 11. http://www.iaeme.com/IJCIET/index. Chart 1 Chart 2 Chart 3 Chart 4 0 10 20 30 40 50 Comp.Strength 0 2 4 6 8 10 FlexuralStrength 0 1 2 3 4 5 TensileStrength 0 2 4 6 8 10 12 14 16 Load(kN) Jimmy Gupta and Dr. A. Arun Kumar IJCIET/index.asp 2183 editor@iaeme.com Chart 1 Compressive Strength of Specimens Chart 2 Flexural Strength of Specimens Chart 3 Split Tensile Strength of Specimens Chart 4 Initial & Max. Ultimate Load of Specimens Control AFRP Different Specimens 1-Day 7-Days 28-Days Control AFRP Different Specimens 1-Day 7-Days 28-Days Control AFRP Different Specimens 1-Day 7-Days 28-Days C 1 C 2 A 1 A 2 R 1 R2 Specimens Details Initial Cracking load Ultimate Load editor@iaeme.com
  • 12. Seismic Rehabilitation of RCC Beam-Column Joint http://www.iaeme.com/IJCIET/index.asp 2184 editor@iaeme.com Table 6 Values of Initial and Ultimate Cracking Load for Different Specimens Specimens Type Specimen Detail Initial Cracking Load (kN) Max. Ultimate Load (MUL) (kN) Yield Load (kN) Control C1 5.5 10.5 5.0 C2 6.0 11.0 5.2 AFRP A1 7.5 14.5 6.8 A2 7.0 13.5 6.2 Rehabilitated R1 6.4 12.0 5.7 R2 6.2 12.6 5.4 Table 7 Values of Deflection-Ductility Ratios and Stiffness Specimen Types Specimen Details Deflection (mm) Deflection-Ductility Ratios (DDR) Stiffness (kN/mm) Control C1 11.0 2.20 0.950 C2 13.5 2.59 0.810 AFRP A1 8.0 1.17 1.820 A2 9.5 1.53 1.421 Rehabilitated R1 10.1 1.77 1.188 R2 10.6 1.96 1.200 Chart 5 Relation of Max Ultimate Load & Max Deflection Chart 6 Relation of MUL & Deflection-Ductility Ratio 0 2 4 6 8 10 12 14 16 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Load(kN) Deflection (mm) C 1 C 2 A 1 A 2 R 1 R 2 0 2 4 6 8 10 12 14 16 0 1 2 3 4 Load(kN) Deflection-Ductility Ratio (DDR) C1 C2 A1 A2 R1 R2
  • 13. Jimmy Gupta and Dr. A. Arun Kumar http://www.iaeme.com/IJCIET/index.asp 2185 editor@iaeme.com 7. CONCLUSION Based on experimental investigation the following conclusions can be drawn; • Mechanical properties such as compressive strength, flexural strength and tensile strength were also found better with AFRP sheet when it compared with control by 2%, 24% and 5% respectively. • The above experimentally findings showing, AFRP found to be more efficient for the treatment of exterior beam-column joint. By retrofitting the joint with AFRP sheet, the lateral strength is increased by 14% and the initial cracking strength was found to be increased by 9% when it compared with control specimens. • The stiffness of joint also increases by more than 35% and found decrement in maximum deflection value by 15% after rehabilitating when it compared with control specimen results. • This type of fibrous material can be beneficial for concrete to convert it brittle to ductile manner as shown in chart-6 of deflection-ductility ratio. This unique property conversion is found by compare the deflection-ductility ratio of control and AFRP specimens. • In the control specimen, the failure comes in the column but in the retrofitted specimen failure comes in the beam so from this, the strong column weak beam concept is achieved and it helps to prevent the failure of entire structure. REFERENCES [1] Balsamo A., Colombo A., Manfredi G., Negro P., and Prota A., (2005): Seismic Behavior of a Full-scale RC Frame Repaired using CFRP Laminates, Engineering Structures, Vol. 27, pp. 769-780. [2] Robert Ravi, S. and Prince Arulraj, G. (2010) Experimental Investigation on the Behavior of R.C.C. Beam Column Joints Retrofitted with GFRP-AFRP Hybrid Wrapping Subjected to Load Reversal. International Journal of Mechanics and Solids, 5, 61-69. [3] El-Amoury, T. and Ghobarah, A. (2002) Seismic Rehabilitation of Beam-Column Joint Using GFRP Sheets. Engineering Structures, 24, 1397-1407. [4] Tsonos, A.G. (2008) Effectiveness of CFRP-Jackets and RC-Jackets in Post-Earthquake and Pre-Earthquake Retrofitting of Beam-Column Sub Assemblages. Engineering Structures, 30, 777-793. [5] Mahini, S.S. and Ronagh, H.R. (2010) Strength and Ductility of FRP Web-Bonded RC Beams for the Assessment of Retrofitted Beam-Column Joints of Retrofitted Beam- Column Joints. Composite Structures, 92, 1325-1332. [6] Bakis C., E, Bank L.C., et al.,( May-2002): Fibre-Reinforced Polymer Composites for Construction- State of-the- Art Review, Journal of Composites for Construction pp. 73- 87. [7] Engindeniz M., Kahn L.F., Zureick A.H., (March-April 2005): Repair and strengthening of reinforced concrete beam-column joints: state of the art, ACI Structural Journal, V. 102, No. 2, pp. 187-197. [8] El-Amoury T., and Ghobarah A., (2002): Seismic Rehabilitation of Beam-Column Joint using GFRP Sheets, Engineering Structures, Vol. 24, pp.1397-1407. [9] Saadatmanesh H., and Ehsani M.R.,( March – 1990): Fibre Composite Plates Can Strengthen Beams, Concrete International, pp. 65-71. [10] Saadatmanesh H., and Ehsani M.R., (1991): RC Beams Strengthened with GFRP Plates, I: Experimental Study, Journal of Structural Engineer in ASCE 117 (1I), pp. 3417-3433.
  • 14. Seismic Rehabilitation of RCC Beam-Column Joint http://www.iaeme.com/IJCIET/index.asp 2186 editor@iaeme.com [11] Schwegler G., (1995): Masonry construction strengthened with fibre composites in seismically endangered zones, Proc., 10th Eur. Conf. on Earthquake Engg., Balkema, Rotterdam, The Netherlands 2299–2303. [12] Triantafillou T.C. and Plevris N., (1992) : Strengthening of RC Beams with Epoxy Bonded Fibre Composite Materials, Materials and Structures 25(1), pp. 201-211. [13] Uomoto T., Mutsuyoshi H., Katsuki F., and Misra S., ,June (2002) : Use of Fibre Reinforced Polymer Composites as Reinforcing Material for Concrete, Journal of Materials in Civil Engineering,Vol.14, No. 3. [14] Faza SS, Ganga Rao HVS.,( 1994) : Fibre composite wrap for rehabilitation of concrete structures. Proceedings of the Materials Engineering Conference 804, ASCE pp. 1135- 1139. [15] Geng Z.J., Chajes M.J., Chou T.W., and Pan D.Y.C.,( 1998). The Retrofitting of Reinforced Concrete Column-to-Beam Connections, Composites Science and Technology Vol. 58, pp. 1297-1305. [16] Granata P.J., and Parvin A.,( 2001): An Experimental Study on Kevlar Strengthening of Beam-Column Connections, Composite Structures Vol. 53, pp. 163-171. [17] Kaiser H., (1989): Strengthening of Reinforced Concrete with Epoxy-Bonded Carbon Fibre Plastics”, Doctoral Thesis, ETH (in German). [18] LAU Shuk Lei, (August 2005) : Rehabilitation of reinforced concrete beam-column joints using glass fibre reinforced polymer sheets, M.Phil. Thesis, the University of Hong Kong, 154 pp. [19] Meier U., (1987a) Proposal for a carbon fibre reinforced composite bridge across the State of Gibraltar at its narrowest site, Proceedings of the Institution of Mechanical Engineers, 201(B2), pp. 77-78. [20] Meier U., (1987b): Bridge Repair with High Performance Composite Materials, Material and Technik Vol.4, pp.125. [21] Meir U., (1992): Carbon Fibre Reinforced Polymers: Modern Materials in Bridge Engineering, Strvctvrak /Engineering International, International Association for Bridge and Structural Engineering, Switzerland, pp. 7-11. [22] Mukherjee A., and Joshi M.,( 2005): FRPC Reinforced Concrete Beam-Column Joints under Cyclic Excitation, Composite Structures, Vol.70, pp. 185-199. [23] Nanni A., (Ed.)., (1993): Fibre-Reinforced-Plastic (FRP) Reinforcement for Concrete Structures, Properties and Applications. Elsevier Science Publisher. [24] Pantelides C.P., Gergely J., Reaveley L.D., and Nuismer R.J., (1997 ): Rehabilitation of Cap Beam-column Joints with Carbon Fibre Jackets, Proc.,3rd Int. Symposium on Non- Metallic (FRP) Reinforcement for Concrete Structures, Sapporo, Japan, Japan Concrete Institute, Tokyo, Vol. 1, pp. 587-595.