INVESTIGATION REPORT ON PRELIMINARY TESTS ON FAILURE OF STRUCTURE AND MONITORING

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 09 Issue: 05 | May 2022 www.irjet.net p-ISSN: 2395-0072
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INVESTIGATION REPORT ON PRELIMINARY TESTS ON FAILURE OF
STRUCTURE AND MONITORING
RAYALA CHENNA RAO1, J. SASHI KANTH2
1PG Student, Department of Civil Engineering, Nova College of Engineering and Technology, Affiliated to JNTU
Kakinada, Vegavaram, Jangareddygudem, West Godavari (District), A.P-534447.
2Guide, Assistant Professor & Head of Department of Civil Engineering, Nova College of Engineering and
Technology, Affiliated to JNTU Kakinada, Vegavaram, Jangareddygudem, West Godavari (District), A.P-534447
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Abstract - In this Research, various details for structural
failures like Faulty Design, Inferior quality of materials, Poor
Workmanship, Weathering conditions, Naturalcalamitiesetc.,
have been discussed. It is also discussed about the various
methods of doing the repair woks that is remedial
measures. To know better about the nature of concrete
elements, ten (10) concrete beamswithnominalreinforcement
have been cast. All the beams were subjected to loading test in
Loading Frame at Nova Engineering College,
Jangareddygudem, Eluru (District), Andhra Pradesh, India.
Three beams were kept as control specimens. Allthe beams
were first tested up to initial crack condition. The control
specimens were tested up to ultimatefailure.Thevaluesofload
and deflections were obtained and tabulated. The repair
materials used are GPRF of 225 GSM, 300 GSM, 400 GSM, Jute
Fiber and Steel Jacket. After curing they were tested up to
failure. The values of Load and Deflections were noted. Load
Cells are used for noting down the Deflections. Fromthe values
obtained it was noted that, out of all the methods applied Steel
Jacketing is found to be the most effective and also most
economical. So that method is recommended for the concrete
repairing work.
Key Words: Rehabilitation Materials, Tensile Test on Steel,
Strength Test on Concrete, Jute Fiber,ComparisonofLoadVs
Deflection Curve.
1. INTRODUCTION
In early days man used to live in huts which were
constructed with the materials available in abundance in
nature. Theycould build their huts in safeplaces whichwere
not affected by natural calamities by experience. If anything
happened like failure they could repair them withthe least
cost materials available in nature. But due to increase in
population and the invention of new building materials, it
becomes important to know about structural failures in a
building and remedial measures to be done. Failures in
engineering construction are caused by deterioration of
various building materials with age due to various causes.
Awareness about various agencies causing deterioration is
essential to understand the problem and to find out the
solution. All Civil constructions are subjected to failures in
one or other way at a particular time except some important
monuments like The TajMahal, The KutubMinar, The Great
Wall at China, The White House etc., The failuresofbuildings
are broadly dividedintotwotypes.Structural failures andthe
other is nonstructural failures. Structural failure affects
the structures in a noticeable way and also the life of the
occupants. Structural failure means the failure of a concrete
construction to fulfill the purpose for which it was
constructed. Nonstructural failures includes defects in
brickwork, defects in plasterwork,defectsinplumbing work,
and defects in electrical work etc., which do not affect the
safety of structure to a greatextent in grand manner. The
past of failure of structures happening from very olden time
from 300A.D. and lasts till date. Figure 1.1 shows the strong
of a tall structure into two portions in a vertical manner at
Oogue at Siberia.
Fig -1: Splitting of a tall structure into two portions in a
vertical manner atOogue at Siberia
1.1 Types of Failure and the Reason for Failure
General structural failures are Cracks, Damping,
Leakage and Spalling etc. and these show weakness of
buildings. The reason for these failures may be
1. Inferior quality of materials
2. Poor workmanship

3. Improper study
4. Weathering actions
5. Effect of chemicals
6. Fire Hazards
7. Faculty construction
8. Faculty system of maintenance
9. Environmental aspects
10. Biological growth
2. METHODOLOGY
2.1 Objectives
The objectives of the thesis are
 To find the failure mode (development of crack)
on the beam when it reached thecracking load and
ultimate load.
 To carryout different Rehabilitation Methods.
 To identify the best method of rehabilitation in
aspect of strength and deflection.
2.2 Specimen Preparation
The beam size is 150mm X 200mm with span of1500mm.The
grade of concrete is M25 and steel is Fe415 TMT bars. The
beam has been castby using OPC 43 grade cement with the
water-cement ratio of 0.4. For Tension and compression
Reinforcement two numbers of 12mm diarod areprovided,
8mm dia rod is provided as shear reinforcement at 100mm
c/c distance. Shear reinforcement is provided with two legs,
with a leg length of 35mm. For beam specimen typical cross
section drawing of beam is shown in Figure 3.2 with the
details of its size and reinforcement details and its
longitudinal section in Figure 3.3.
12mm Rod
Compression
zone
Reinforcement
8mm dia rod at
100mm Shear
reinforcement
12 mm dia Rod Tension zone Reinforcement
Fig -2: Cross Section of Beam
Fig -3: Longitudinal Section of Beam
2.2 Testing
The beams of eighteen numbers were casted. After curing
they were tested with the Loading Frame. Three beams were
kept as control specimens and tested for Ultimate Load and
the corresponding Deflection was noted. The average value
is calculated. Similarly other beams were grouped into five
groups each containing three beams. All the beams are first
tested up to initial crack condition. To thecrackedbeamsfive
methods of retrofitting or rehabilitation was done. The
Rehabilitation methods consisted of Wrapping Technique
using GFRP of 225GSM,400 GSM, 300 CSM and Jute Fiber
and Steel Jacketing was done for them. Then the repaired
beams were tested up to ultimate failures. To crosscheckthe
experimental work, theoreticalcalculationisdoneforcontrol
Specimen in Limit State Design Method by the clauses which
is stated under IS 456-2000 code and compared with the
ultimateload whichwas obtained from theexperimental test.
With the testing results comparison of Ultimate Load
Carrying Capacity and Deflections atthat Load were done
for all the five methods of Retrofitting with the Control
Specimen. From the result the conclusion was arrived.
3. PRELIMINARY TESTS
As this thesis mainly concentrates on study of
structural failures, mainly cracks, it hasbeen decided to
cast beams which are main component of any
construction. So the materialsused for casting should be
tested for their properties. Then the beams are casted. As
preliminary work all base materials are tested for necessary
properties like specific gravity, water absorption, sieve
analysis, initial setting time-final setting time for cement,
cubetest forconcreteand cement are done as perprescribed
IS codes. For this project, 20mm Size aggregate is used as
Coarse aggregateand natural sand is used as fine aggregate.
And the size of aggregate both fine and coarse is within
limits as stated inIS 383.
Cement used for this specimen is OPC 43 grade
conforming to IS 8112 -1969. It istested according to IS:460
- 1962 and the results were summarized as follows:
Fineness Modules of
cement
= 3 %
Specific Gravity of
cement
= 2.46
Consistency of Cement = 35%
Initial setting time = 30 Min. IS: 4031 (Part 6)
Final setting time = 600 Min.
3.1 Test Results for Fine Aggregate
Fine Aggregate used for this specimen is tested according to
IS:2386(Part 3) -1963 andthe results were summarized as
follows:
c/
c
150
mm
200
mm

Specific Gravity of Fine Aggregate is = 2.55
Water Absorption of Fine Aggregate is= 1.23
%
Percentage of Fineness modulus is 5.349 (Zone III) (IS:
2386 (Part -1) - 1963)
3.2 Test Results for Coarse Aggregate
Specific Gravity 20mm
Aggregate
= 2.887
Gradation of Aggregate= 5.28%
Water Absorption = 1%
Flakiness Index = 14.26%
Elongation Index = 24.36%
Impact value of
Aggregate
= 11.41%
IS: 2386(Part 4)
-1963
3.3 Strength Test on Concrete
For checking the concrete strength with the design mix,
cubes are casted and tested forcompression strength and
Tensile strength.
Compressive Strength of
Concrete Cube
= 27.8N/
mm2
Tensile strength of
Concrete
= 2.56N/mm
2(10% of
fc
k)
Flexural strength of
concrete
= 31.6N/
mm2
Fig -1: Compression Test on Cube
3.4 Chopped Strand Mat
Chopped Strand Mat is also shortly known as CSM. It will
have chopped glass fiber which is 3 to 4 inches in length
and the fiber runs in multi-directions. Usually chopped
strandfiber mat is compatible only with the resin like
polyester and vinyl ester. Epoxy resin will not have
compatibility with the chopped strand mat. Chopped strand
mats can be torn by using hand; these mats are used in
specific region to increase the strength of the area.
Fig -2: Chopped Strand Mat
3.5 Jute Fiber
Jute Fiber is one of the easily available materials in India.
The manufacturing process of the jute fiber is much easy and
it is the done as a homemade business in many of the small
villages in India. When jute fiber is compared with the
glass fiber in the aspect of the cost it is much cheaper
material. But in the aspect of the strength jute will not
perform as much as glass fiber, still jute is used for
rehabilitation work because of its availabilityandlowcost of
the material.
Fig -3: Jute Fiber
4. PRELIMINARY TESTS
The beam size is 150mm X 200mm with span of 1500mm.
The grade of concrete is M25 and steel is Fe415 TMT bars.
The beam has been castby using OPC 43 grade cement with
the water-cement ratio of 0.4. For Tension and compression
Reinforcement two numbers of 12mm dia. rod are
provided, 8mm dia. rod is provided as shear reinforcement

Load Vs Deflection
at 100mmc/c distance. Shearreinforcementisprovidedwith
two legs, with a leg length of 35mm.
Chart -1: Load vs Deflection curve-control specimen
Fig -4: GFRP Wrapped Beam - 225GSM
Fig -5: After applying Polyester Resin for bonding – 225
GSM
During the experimental work it was observed that when
the beam reaches the cracking load the initial cracks are
formed. After formation of initial cracks, continous
applying of theload, the initial crack has been developedinto
broader and deeper crack, which makes the beam incapable
to carry loads, thus ultimateload is attainedbythebeam.Asa
flexural member, due to deflection crack is formed at the
middle 1/3 portion of the beam. This beamisdesigned asan
under-reinforced beam so that the failure of the concrete
takes place first by the formation of crack. This kind of beam
is safe, because we can get warning of stress in beam by
the crack appearance. If the beam is reinforced as over
reinforced beam steel will fail first due to failure of steel,
concrete will fail immediately, therefore we can’tget any
kind of warning from the beam member.
Fig-7: Crack Due to Ultimate Load
8
0
7
0
6
0
5
0
4
0
3
0
2
0
1
0
0
0 2 4 6 8 1
0
1
2
1
4
1
6
1
8
Deflection, mm
Load,
KN
Fig-6: GFRP Wrapped Beam – 400GSM
5. EXPERIMENTAL WORK

6. CONCLUSIONS
The problem of structural failure has been taken with
intention of providing remedial methods to solve the
problem. Though there are so many structural failures like
cracks, leakage, dampness, spalling and others, the thesis
dealt with cracks in beams. Beams are the most important
part of any structure. With the detailed study and survey of
literature related to structural failures and retrofitting
methods, practical work to be done was decided. Before
casting beams the base materials were selected and their
properties were tested confirmed with IS Codes. Totally
Eighteen beams were casted and tested. The report was
presented.
 For the control specimens the mean cracking
load is 65.33kN. The mean deflection is 14.1mm.
 For the beam rehabilitated by GFRP 225 GSM
the average ultimate load taken by the beam is
72kN. So the load bearing capacity is increased by
10% . The deflection is 15.37mm which is increased
by 9.7%.
 For the beam rehabilitated by GFRP400GSM the
average ultimate load taken by the beam is 85.67kN.
The load bearing capacity is increased by 31% . The
deflection is 16.73mm which is increased by 18%.
 For the beam rehabilitated by GFRP300GSM the
average ultimate load taken by the beam is 71kN.
The load bearing capacity is increased by 9% . The
deflection is 13.27mm which is more than 0.83mm
when compared with control specimen.
 For the beam rehabilitated by Jute Fiber the
average ultimate load taken by the beam is 68.33kN.
The load bearing capacity is increased by 5% . But the
deflection is 12.43mm which is less than 14% when
compared with control specimen.
 For the beam rehabilitated by the Steel Jacketing
method the mean value of Ultimate loadis111kN.The
ultimate load carrying capacity is increased by 70%
and the deflection is 11.9mm which is also decreased
by 16%.
REFERENCES
[1] Abd-Elhamed.M.K, “Retrofitting and Strengthening of
Reinforcement Concrete Damaged Beams using
Jacketing of Steel Wire Mesh with Steel Plates”
International Journal of Engineering Research &
Technology, Volume-04, Issue-04, PP 596-604, April-
2015.
[2] Abo-Alanwar,M.MandElbatal,S.A,“ASmartReinforced
Steel Wire Mesh U-Shape Jacketing Technique in
Strengthening and Retrofitting RC Beams”,
International Journal of Engineering Research &
Technology, Volume-04, Issue-12, PP 46-
55,December- 2015.
[3] Alfred M Freudenthal “Safety and the Probability of
Structural Failure” Proceedings of American Society of
Civil Engineers, Volume 80, Issue8,pp : 1- 46, 1954.
[4] AnutagK.Jain, Prof.D.S.Padole,“EnhancementofRupture
Strength using CarbonFiber PolymerandE-Glass Fiber”,
International Journal for Scientific Research &
Development, ISSN(Online), pp:2321-0613, Volume-4,
Issue-03,2016.
[5] Ayyanar J, Shanmugavalli.B, “Experimental Study in
Flexural Behaviour of RCC Beams, Using Natural
Fiber Wrapping”, International Journal of
Engineering Science and Computing, Volume-06,
Issue-05, PP 5252-5258, 2016.
[6] Bank.L.C and Gentry,T.R,“CompositeforConstruction–
Structural Design with FRP Materials”, John Wiley &
Sons, Inc. (2006).
[7] Beryl Shanthapriya.A, Sakthieswaran.N, “Optimization
of GFRP Confinement in RC Columns using Shape
Modification Technology”, International Journal of
EngineeringResearch & Technology, Volumn-04, Issue-
08, PP 705-713, Aug-2015.
[8] Drs Brian Falzon and Emile Greenhalgh and Victoria
Bloodworth “Mechanisms and modeling of stringer de
bonding in post-buckled carbon-fibre composite
stiffened panels” Ethos ,imperial collegeLondon,2008.
[9] Brown,M.D., Bayrak,O. and Jirsa, J.O. “Design for Shear
Based on Loading Conditions” ACI Structural Journal
Volume 103, Issue 4 , pp: 541- 550, 2006.
[10] YS Chung, C Meyer, M Shinozuka, “ Modeling of
Concrete Damage” Structural Journal86 (3) 259-271,
1989
[11] Cui,C. and Sheiek, S.A. “ Experimental Study of Normal
– and High- Strength Concrete Confined with Fibre
Reinforced Polymers” , Journal of Composite for
Construction, ASCE, pp 553-561,2010.
[12] Dario Coronelli, KamyabZandiHanjari, KarinLundgran
“Severely corroded RC with cover cracking”
published in the Journal of Structural Engineering 139
(2) 221-232, Apr 2012.
[13] David Aveiga and Marcelo L.Ribeiro,“A Delamilation
Propagation Model for Fiber Reinforced Laminated
Composite Materials”, Hindawi, Mathematical

Problems in Engineering, Article ID 1861268, 9 pages,
2018.
[14] DipeshK.Rathod,Prof.TarakP.Vora, “To StudytheEffect
of Different Strengthening Patterns Using GFRP on
Shear Capacity of the Beam”, International Journal of
Engineering Research & Technology, Volume-02,
Issue-06, PP 156-161, June-2013.
[15] Li, H., Dong, S., El-Tawil, S., Kamat, V “Relative
displacement sensing Techniques for post event
structural damage assessment – review”American
Society of Civil Engineers September 2012.
[16] Elsevier. Bank.L.C and Gentry,T.R “Composite for
Construction – Structural Design with FRP
Materials”, John Wiley & Sons, Inc. January 2006.

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