Retrofitting of an existing building is immensely essential for the deteriorated and damaged structure in Engineering and Medical fields. It refers to endowing the structure with a service level higher than that initially planned by modifying the structures, not necessarily damage area. Beam-column joints, being the lateral and vertical load transferring connections in reinforced concrete structures are particularly vulnerable to failures and hence the satisfactory performance of these joints is key to control the performance of connecting structural members during any event.
The project involves the study of the load carrying capacity of the beam-column joint after the application of the CFRP (Carbon Fiber Reinforced Polymer) and GFRP (Glass fibre Reinforced Polymer) sheets. Five beam-column joint models were cast out of which one model was the control specimen and others were cast for the purpose of the retrofitting. Four specimens were retrofitted by L-shape and straight configurations. The project focused on the effect of using the CFRP sheets and GFRP sheets for enhancing the strength and ductility of the beam-column joint. The wraps were provided to prevent the shear failure of the beam-column joint. The failure criteria including ultimate capacity, mode of failure, initial stiffness, ductility and developed ultimate strain in the reinforcing steel and respective sheet were considered and then compared.
Strengthening Of Beams for flexure Using FRPReham fawzy
Introduction : ( What is FRP ? ) .
Fiber Material Behavior .
FRP STRENGTHENING SYSTEMS .
Analysis and design .
Application requirements for repair and strengthening works .
This Report covers the technique of retrofitting of existing as well as worn out structures using FRP laminates. Thermal stresses are imposed into the samples to mimic fire in a building. It is then tested for strength, repaired using 250 gsm glass fiber reinforced polymer and then tested for strength again. It was observed that the lost strength of the samples subjected to thermal stresses was regained.
Strengthening structures via external bonding of advanced fibre reinforced polymer (FRP) composite is becoming very
popular worldwide during the past decade because it provides a more economical and technically superior alternative
to the traditional techniques in many situations as it offers high strength, low weight, corrosion resistance, high fatigue
resistance, easy and rapid installation and minimal change in structural geometry. Although many in-situ RC beams
are continuous in construction, there has been very limited research work in the area of FRP strengthening of continuous
beams.
Strengthening structures via external bonding of advanced fibre reinforced polymer (FRP)
composite is becoming very popular worldwide during the past decade because it provides a more
economical and technically superior alternative to the traditional techniques in many situations as it
offers high strength, low weight, corrosion resistance, high fatigue resistance, easy and rapid
installation and minimal change in structural geometry. Although many in-situ RC beams are
continuous in construction, there has been very limited research work in the area of FRP
strengthening of continuous beams. In the present study an experimental investigation is
carried out to study the behavior of continuous RC beams under static loading. The beams are
strengthened with externally bonded glass fibre reinforced polymer (GFRP) sheets. Different scheme
of strengthening have been employed. The program consists of fourteen continuous (two-span) beams
with overall dimensions equal to (150×200×2300) mm. The beams are grouped into two series
labeled S1 and S2 and each series have different percentage of steel reinforcement. One beam from
each series (S1 and S2) was not strengthened and was considered as a control beam, whereas all
other beams from both the series were strengthened in various patterns with externally bonded GFRP
sheets. The present study examines the responses of RC continuous beams, in terms of failure modes,
enhancement of load capacity and load deflection analysis. The results indicate that the flexural
strength of RC beams can be significantly increased by gluing GFRP sheets to the tension face. In
addition, the epoxy bonded sheets improved the cracking behaviour of the beams by delaying the
formation of visible cracks and reducing crack widths at higher load levels. The experimental results
were validated by using finite element method
Strengthening Of Beams for flexure Using FRPReham fawzy
Introduction : ( What is FRP ? ) .
Fiber Material Behavior .
FRP STRENGTHENING SYSTEMS .
Analysis and design .
Application requirements for repair and strengthening works .
This Report covers the technique of retrofitting of existing as well as worn out structures using FRP laminates. Thermal stresses are imposed into the samples to mimic fire in a building. It is then tested for strength, repaired using 250 gsm glass fiber reinforced polymer and then tested for strength again. It was observed that the lost strength of the samples subjected to thermal stresses was regained.
Strengthening structures via external bonding of advanced fibre reinforced polymer (FRP) composite is becoming very
popular worldwide during the past decade because it provides a more economical and technically superior alternative
to the traditional techniques in many situations as it offers high strength, low weight, corrosion resistance, high fatigue
resistance, easy and rapid installation and minimal change in structural geometry. Although many in-situ RC beams
are continuous in construction, there has been very limited research work in the area of FRP strengthening of continuous
beams.
Strengthening structures via external bonding of advanced fibre reinforced polymer (FRP)
composite is becoming very popular worldwide during the past decade because it provides a more
economical and technically superior alternative to the traditional techniques in many situations as it
offers high strength, low weight, corrosion resistance, high fatigue resistance, easy and rapid
installation and minimal change in structural geometry. Although many in-situ RC beams are
continuous in construction, there has been very limited research work in the area of FRP
strengthening of continuous beams. In the present study an experimental investigation is
carried out to study the behavior of continuous RC beams under static loading. The beams are
strengthened with externally bonded glass fibre reinforced polymer (GFRP) sheets. Different scheme
of strengthening have been employed. The program consists of fourteen continuous (two-span) beams
with overall dimensions equal to (150×200×2300) mm. The beams are grouped into two series
labeled S1 and S2 and each series have different percentage of steel reinforcement. One beam from
each series (S1 and S2) was not strengthened and was considered as a control beam, whereas all
other beams from both the series were strengthened in various patterns with externally bonded GFRP
sheets. The present study examines the responses of RC continuous beams, in terms of failure modes,
enhancement of load capacity and load deflection analysis. The results indicate that the flexural
strength of RC beams can be significantly increased by gluing GFRP sheets to the tension face. In
addition, the epoxy bonded sheets improved the cracking behaviour of the beams by delaying the
formation of visible cracks and reducing crack widths at higher load levels. The experimental results
were validated by using finite element method
Fiber Reinforced Polymer (Frp) Composites Rebar Steven Tyler
Mission - Promote the use and growth of FRP reinforcement (rebar, tendons & grids) in concrete and masonry applications through development of quality procedures, industry specifications, performance standards, and field application guidelines.
http://www.bpcomposites.com/
This Presentation covers the technique of retrofitting of existing as well as worn out structures using FRP laminates. Thermal stresses are imposed into the samples to mimic fire in a building. It is then tested for strength, repaired using 250 gsm glass fiber reinforced polymer and then tested for strength again. It was observed that the lost strength of the samples subjected to thermal stresses was regained.
Repair and Retrofit on Beam and Column Jointsamerald24
A research experiment has been conducted on the structural performance of repaired minor damaged reinforced concrete beam and column Joints using composite known as CFRP (Carbon Fiber Reinforced Polymer) under simulated cyclic 2D loadings to find the practical lamination repair scheme for flexural strengthening, shear strengthening, and joint strengthening.
Fiber Reinforced Polymer (Frp) Composites Rebar Steven Tyler
Mission - Promote the use and growth of FRP reinforcement (rebar, tendons & grids) in concrete and masonry applications through development of quality procedures, industry specifications, performance standards, and field application guidelines.
http://www.bpcomposites.com/
This Presentation covers the technique of retrofitting of existing as well as worn out structures using FRP laminates. Thermal stresses are imposed into the samples to mimic fire in a building. It is then tested for strength, repaired using 250 gsm glass fiber reinforced polymer and then tested for strength again. It was observed that the lost strength of the samples subjected to thermal stresses was regained.
Repair and Retrofit on Beam and Column Jointsamerald24
A research experiment has been conducted on the structural performance of repaired minor damaged reinforced concrete beam and column Joints using composite known as CFRP (Carbon Fiber Reinforced Polymer) under simulated cyclic 2D loadings to find the practical lamination repair scheme for flexural strengthening, shear strengthening, and joint strengthening.
1. FRPs are being planned in the potential rehabilitation of a slab-on-girder bridge. The bridge is a one-way slab supported by prestressed concrete girders. Make a recommendation for what type of FRP (e.g., fibre and resin) would be appropriate.
2. Eight different unidirectional FRPs (4 with a fibre volume fraction of 70% and 4 with a fibre volume fraction of 35%) are going to be fabricated. For each FRP, find the modulus in both the fibre direction and the direction perpendicular to the fibres and sketch the stress-strain curve for each FRP.
3. Using the S806 design standard for a building application, calculate the factored moment resistance, Mr, in positive bending, for the precast (φc = 0.70) FRP-reinforced concrete
Research Inventy : International Journal of Engineering and Science is published by the group of young academic and industrial researchers with 12 Issues per year. It is an online as well as print version open access journal that provides rapid publication (monthly) of articles in all areas of the subject such as: civil, mechanical, chemical, electronic and computer engineering as well as production and information technology. The Journal welcomes the submission of manuscripts that meet the general criteria of significance and scientific excellence. Papers will be published by rapid process within 20 days after acceptance and peer review process takes only 7 days. All articles published in Research Inventy will be peer-reviewed.
Experimental Behavior of RC Beams Strengthened by Externally Bonded CFRP with...IJERDJOURNAL
Abstract:- Carbon fiber-reinforced polymers (CFRP) laminates, or plates, offer very high-strength potential; however, handling of long pieces of these flexible plates can present challenges under field conditions. The development of methods for splicing CFRP plates will enhance the versatility and Practicality of using these materials in field applications. This paper studies the efficiency of CFRP lap splice in externally bonded CFRP flexural strengthened reinforced concrete beams. Seven half-scale beams with different conditions were tested in two-point bending until failure. Two groups were tested; the first one includes control specimens: the first without CFRP strengthening, the second strengthened with full length and without splice, and the third with cutoff at middle of the beam. All specimens in the second group having cut-off at the middle and with lap splice lengths equal 300, 450, 600, 900 mm. respectively on each side of the cut-off. The study illustrates the effect of confinement on the first crack load, failure load, mid-span deflection, and strain in both reinforcement and CFRP. The failure load was also predicted analytically by CEB-FIP (1993), adopting the traditional sectional analysis for strain compatibility. Instead of strain measuring, three accurate bond-slip models are used to provide accurate prediction for the contribution of CFRP in the flexural capacity of the strengthened beam since all strengthened beams are failed by interfacial debonding of CFRP.
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Recycled Concrete Aggregate in Construction Part III
Retrofitting of Beam-Column Joint using Carbon Fibre Reinforced Polymer and Glass Fibre Reinforced Polymer
1.
2. Overview
Introduction
a. Need of Retrofitting
b. Retrofitting Techniques
01
Objective of project
Significance of project
Selection of Repair materia0
Essential parameters for repair material
Properties of fibres
Components of fibres
Stress vs. strain curve of FRP
CFRP and GFRP overview
Rates of CFRP and GFRP
Project Planning
Reinforcement Details
Loading Frame Assembly 1,2 and 3
Preparation of Base
Application of Sheets
Mix Design
Performed Activities
02
03
04
05
06
07
08
09
10
11
12
13
14
15
16
17
3. Introduction
Reinforced concrete is the most commonly used material for the
construction of the structures which are designed in accordance of
the specifications given in the standard codes to meet the service
life.
During the service life if the loading conditions changes due to the
purpose of the structure like beam’s, column and slab this can result
in the non performance of the structure for which it is designed.
The structure are also susceptible to the deterioration due to the
earthquake, flood, cyclone, chloride attack, environmental pollution,
deficiencies of the material used, inadequate design and faulty
construction.
Replacement of the damaged structural element of the existing
particular structure has created the risk of the integrity of the
connecting members.
To restore the required strength of the deteriorated structure,
retrofitting is the only solution.
4. Need of Retrofitting
To restore the required strength of the deteriorated building to the original
strength.
To ensure the safety and security of a building, employees, structure
functionality, machinery and inventory.
To reduce the hazard and losses from the non-structural elements.
Increasing the lateral strength and stiffness of the building.
Increasing the ductility and enhancing the energy dissipation
capacity.
Eliminating sources of weakness or those that produce
concentration of stresses.
5. Retrofitting Techniques
Global
1. Addition of the Shear Wall
2. Addition of Infill
3. Addition of the Steel Bracing
4. Addition of the Wing wall/buttresses
1. Jacketing of the RCC Member
2. Strengthening using Fibre Reinforced
Polymer
3. Jacketing of the beam column joint
4. Strengthening of Individual Footings
Local
6. Strengthening Works
Performance of Specimen
Load Carrying Capacity
Cost Efficiency
Objectives of the Project
Strength and Ductility To increase strength and ductility of specimen.
To use CFRP and GFRP wrapping methods in beam-
column joint for the strengthening works
To find out the performance of specimen wrapped by
CFRP and GFRP towards shear strength
To compare load carrying capacity of CFRP and
GFRP
To compare load carrying capacity of CFRP and
GFRP
7. Shear Strength
Life Span of Structure
Integrity of Joint
Cost Efficiency
Significance of the Project
Serviceability RequirementsTo fulfil the serviceability requirements of the
structure
To increase the shear strength of the RC beam-
column joint
To increase the life span of the structure.
To maintain the integrity of the joint with the frame
member
To identify the efficient fibre reinforced sheets
8. Selection of the repair material is one of the most important tasks for ensuring
durable and trustworthy repair.
Though pre-requisite for a sound repair system if detailed investigation and then
determine
the exact cause of the distress, yet an understanding of the process of the
deterioration of the repair materials
Under the service condition if vital of course availability of the materials of the
relevance, equipment and skilled labor have to be explored before deciding upon
repair.
Selection of the repair material
9. Essential Parameters for the repair material
The essential parameters for deciding upon a repair material for the concrete are as follows:-
Low Shrinkage Properties
Requisite setting/Hardening properties
Workability
Good bond Strength with existing
Sub strata
Compatible coefficient of Thermal Expansion
Compactible mechanical properties and
strength to that of the sub-strata
No curing required
Alkaline Character
Low air and water permeability
Non- biodegradable
11. Components of Fibre Material
The choice of fibre frequently controls the properties of composite materials.
Carbon, Glass, and Aramid are three major types of fibres which are used in construction.
The most important properties that differ between the fibre types are stiffness and tensile strain.
Thermosetting resins (thermosets) are almost exclusively used.
Vinyl ester and epoxy are the most common matrices.
Epoxy is mostly favored above vinyl ester but is also more costly.
Epoxy has a pot life around 30 minutes at 20 degree Celsius but can be changed with different
formulations.
Epoxies have good strength, bond, creep properties and chemical resistance.
13. GFRP and CFRP Overview
(Properties of GFRP and CFRP)
Diameter
9-15 micro m
Modulus of Elasticity
70-80Gpa
Relative Density
2.60
Tensile Strength
2-4Gpa
Elongation at Break
2-3.5 %
Diameter
9 micro m
Modulus of Elasticity
230Gpa
Relative Density
1.9
Tensile Strength
2.6Gpa
Elongation at Break
1%
GFRP CFRP
14. CFRP and GFRP Sheet Rates
CFRP
1m X 0.8m
Rate :- Rs900 per runnig m
GFRP
Rate :- Rs350 per kg
30. Sr No Cement Sand C.A Water
1. For 1m3 (394 Kg) 683.316Kg 1156.176Kg 186lit
2. For 1Kg 1.73Kg 2.93Kg 0.47lit
3. For 50Kg 86.96Kg 146.84Kg 24.5lit
Mix Design
31. Results
Sr No. Specimen Description % increase in the strength of
Joint
1. Strength of the Control Specimen -
2. Strength of specimen wrapped with CFRP in L-configuration 85
3. Strength of specimen wrapped with CFRP in Straight
configuration
57
4. Strength of specimen wrapped with GFRP in L-Configuration 71
5. Strength of specimen wrapped with GFRP in L-Configuration 42
32. Results
Specimen Load at the 1st crack for the Joint (KN)
Base Control 7
L – Shaped Pattern
• CFRP
• GFRP
13
11
Straight Pattern
• CFRP
• GFRP
12
10
33. No horizontal cracks observed at the level of reinforcement.
No occurrence of Bond failure.
For control specimen subjected to the action of the point load, cracks were developed
at the sides and bottom of the specimen.
While when the specimen wrapped by CFRP and GFRP in L pattern were subjected to
the action of point load cracks were developed at the bottom only and in case of
specimen wrapped in straight pattern, cracks were developed at the sides of the
specimen only.
.
Discussion
34. Load at 1st Crack for Joint
0
2
4
6
8
10
12
14
Control
Specimen
L Shaped
Pattern
GFRP
L Shaped
Pattern
CFRP
Straight
Pattern
GFRP
Straight
Pattern
CFRP
Load at 1st Crack for Joint (KN)
Load at 1st Crack for Joint (KN)
41. Conclusion
A total of five beams were cast out of which one was the control specimen and other 4 were
retrofitted with CFRP and GFRP by L and Straight configurations.
No horizontal cracks were observed at the level of the reinforcement, which indicated that there
were no occurrences of bond failure.
Percentage increase in strength of the specimen wrapped with CFRP in straight configuration was
57% while that of the L-configuration was 85%.
Similarly the percentage increase in strength of specimen wrapped with GFRP in straight
configuration was 71% while that of L-configuration was 42%. There was a considerable decrease in
the stiffness of beam after retrofitting due to increased ductile nature
42. Recommendation for further study
Size of the specimen should be small enough so that it can be easily handled.
The bolting connection must be provided to the base plate so as to facilitate easy
removal of the specimen after the testing.
The depth of the footing of the loading assembly to be sufficient enough to prevent
overturning of the specimen.
Proper reconnaissance survey of the loading equipments and its feasibility must
be taken into consideration.
43. Item Quantity of Work
(m3)
Materials
Cement
(Kg)
Sand (Kg) Aggregate
(Kg)
Water (Kg)
RCC Work 0.018 7.092 12.29 20.81 3.348
Footing 0.09 35.46 61.49 104.05 16.74
Cube 0.01012 3.99 6.9 11.73 1.881
Quantity of Material
44. Sr No 7 days curing
(Mpa)
28 days curing
(Mpa)
1 16.80 29.90
2 17.35 30.08
3 16.90 28.66
Compressive strength of Cube