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- 1. International Journal of Civil Engineering OF CIVIL ENGINEERING AND
INTERNATIONAL JOURNAL and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
TECHNOLOGY (IJCIET)
ISSN 0976 – 6308 (Print)
ISSN 0976 – 6316(Online)
Volume 5, Issue 1, January (2014), pp. 47-60
© IAEME: www.iaeme.com/ijciet.asp
Journal Impact Factor (2013): 5.3277 (Calculated by GISI)
www.jifactor.com
IJCIET
©IAEME
FLEXURAL BEHAVIOR OF FIBER REINFORCED CONCRETE I- BEAMS
STRENGTHENED WITH (CFRP)
Adnan Ibrahim Abdullah,
1
Dr. Muyasser M. Jomaa'h,
Dr. Alya'a Abbas Al-Attar
Department of Civil, Engineering, university of Tikrit / College of Engineering.
Department of Civil Engineering, university of Tikrit / College of Engineering
3
Technical College of Kirkuk
2
ABSTRACT
Experimental investigations of the behavior of reinforced concrete I- beams, strengthened or
repaired by carbon fiber Reinforced Polymer (CFRP) for flexural case have been presented in this
paper.
The current study includes a practical program considers the effect of adding steel and nylon
fibers to structural behavior of I- section high strength concrete such as compressive and tensile
strength and flexural behavior represent by load-deflection curves also rehabilitate the I- beams after
failure in bending by strengthened it with (CFRP) Sheets, variables that studied was the volumetric
ratios of fibers which used (0.5, 1 and 1.5) % ratios for steel and nylon and hybrid fiber. Were taken
into consideration to be All beams in this study were similarly in dimension and reinforcement and
they were designed to fail in flexural , they arranged in (10) group each group includes (3) beams for
flexural strength test.
The practical results of the current study indicated that when add steel fiber to the (HSC) we
have a good effect of the increase in compressive , tensile and flexural strength also it has effect of
reducing deflections value, this effect increasing with increase of the volumetric ratio of steel fiber.
while the add of nylon fibers lead to a slight increase in compressive strength and this effect decrease
with fiber content increasing and the addition of these fibers led to a small increase in the tensile and
bending strength also adding hybrids fiber in all ratios led to an improvement in hardened properties
of (HSC).
The results of experiments show that the use of (CFRP) as external strengthening has
significant enhancement on ultimate load, crack pattern and deflection. It is observed that the use of
external CFRP in strengthening or repairing beams increasing the ultimate load capacity load in all
beams and the increase in beams strength was noticed at a rate range (11.58% - 33.36%).
47
- 2. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
Keywords: I-Beam, Fibers, HSC, CFRP, Epoxy.
INTRODUCTION
Beams with I-shaped cross sections are used extensively as components in long span concrete
structures. The use of high strength concrete leads to the design of smaller sections, thereby reducing
the dead weight, allowing longer spans and more usable area of buildings [1]. Addition of fibers in
concrete may improve the fracture toughness, fatigue resistance, impact resistance, flexural strength,
compressive strength, tensile strength, thermal crack resistance, rebound loss, and so on. The
magnitude of the improvement depends upon both the amount andthe type of fibers used [2].
Addition of fibers to concrete makes the concrete more homogeneous and isotropic and transforms it
from a brittle to ductile material. Carbon Fiber Reinforced Polymer (CFRP) sheets are used for
strengthening and rehabilitation of beams. The advantages of using CFRP include reduced
installation time, corrosion resistance and ease of application. Also, externally bonded CFRP can be
used to repair and strengthen damaged prestressed concrete girder bridges [3].
The use of external (CFRP) has became a popular technique of strengthening of concrete
structures in resent years, most of literatures are about strengthening of rectangular and T-section and
very few or no one about I- beam and this is due to lack of data on I-beams..
Much of recent works (Meier and Kaiser, 1991[4]; Alam and Zumaat, 2009[5]; Sobuz and
Ahmed, 2011[6]) have shown that external bonded of FRP to structural concrete members is an
effective and simple method to increase their structural capacity, for example as in reinforced
concrete columns or reinforced concrete beams retrofitted by FRP laminates.
The objective of the present study is to investigate, experimentally, the behavior of reinforced
concrete I-beams externally strengthened or repaired I- beams with Carbon Fiber Reinforced
Polymer sheets (CFRP) attached to their flexural sides.
EXPERIMENTAL PROGRAM
Ten beams were tested in this investigation and only the concrete type of the beam was
varied, while, the dimensions of the tested beams and the reinforcement were kept unchanged.
1. DETAILS OF TEST BEAMS
The details of the tested beams are shown in Fig.(1). The lower face of the compression
flange and the upper face of the tension flange were made with (1/5) slopes. Were taken into
consideration to be All beams in this study were similarly in dimensions, and details of steel
reinforcement properties are shown in Table (1) and they were designed to fail in flexural , they
arranged in (10) group each group includes (3) beams for flexural strength test.
Table( 1) Steel reinforcement properties
Diameters
8mm
6mm
Yield stress (ࢌ࢟ ) (MPa)
Ultimate stress (ࢌ࢛ ) (MPa)
Elongation%
653
636.93
798.5
683.92
7.5
6.5
48
- 3. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
Figure (1) Details of test beams (a) beam cross-section (b) side view (c) isometric view
2. MATERIALS
The properties of materials used in concrete mixtures are given below.
2.1 Cement
Ordinary Portland cement type (CEM II/A-L 42.5R, KARASTA) is used. It is tested per Iraqi
standard Specifications I.Q.S No.5/1984 [7], and has met all the requirements. The chemical and
physical properties of this cement are presented in Table (2) and (3).
Table( 2) Chemical Composition of Cement
Oxides composition
Content %
Limit of Iraqi specification No. 5/1984
CaO
Al2O3
SiO2
Fe2O3
MgO
SO3
Loss on Ignition, (L.O.I)
Insoluble material
Lime Saturation Factor (L.S.F)
60.45
4. 65
20.11
3.62
4.1
2.33
2.72
1.33
0.89
8% Max
21% Max
5% Max
5 % Max
2.5 %Max
4 %Max
1.5 %Max
(0.66-1.02)
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(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
Table (3) Physical Properties of Cement
Physical properties
Specific surface area (Blaine
method), (m2/kg)
Test results
Limit of Iraqi specification No. 5/1984
308
(230 m2/kg) lower limit
Setting time (vacate apparatus)
Initial setting, (hrs : min)
Final setting, (hrs : min)
Compressive strength (kg/cm2)
For 3-day
For 7-day
2hrs 15min
Not less than 45min
4hrs 10min
Not more than 10 hrs
288
Not less than 150 kg/cm2
342
Not less than 230 kg/cm2
2.2 Fine aggregate
Natural sand with a 4.75-mm maximum size is used. The grading of the sand conformed to
the requirement of IQS No. 45/1984 - zone No.(3) [8]. Its sieve analysis results are given in Table
(4).
Table(4) Grading of fine aggregate
Sieve size
4.75-mm (No.4)
2.36-mm (No.8)
1.18-mm
(No.16)
600-µm(No.30)
300-µm(No.50)
150-µm(No.100)
Cumulative
retained%
9.05
13.38
90.95
88.62
Limit of IQS No. 45/1984 for zone
No. (3)
90-100
85-100
21.45
78.55
75-100
33.04
83.26
66.96
16.74
60-79
12-40
95.66
4.34
0-10
Cumulative passing %
2.3 Coarse aggregate
Crushed gravel with maximum size of (12.5 mm). The grading of the gravel conformed to the
requirement of IQS No. [45/1984][8]. Its sieve analysis results are given in Tables (5).
NO.
Table( 5) Grading of Coarse aggregate
% Passing
Sieve Size
Iraqi specification No. 45/1984
%Coarse Aggregate
1
2
10 mm
100
73.4
90 -100
50 - 85
3
5 mm
3.3
0 -10
4
pan
0
-
14 mm
2.4 Super plasticizer
A commercially available super-plasticizer Structuro 502 is used throughout this work as a
(HRWRA) in all mixtures. Structuro 502 combines the properties of water reduction and workability
retention.
50
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(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
2.5 Fibers
Two different types of fiber are used. The first is the steel fiber manufactured by Bekaert fiber
Dramix® ZP305 Fig.(2-a) and having a ‘trough’ shape with hooks at both ends, and glued in
a)
bundles. Steel fibers are 30 mm long and 0.55 mm in diameter, while the second is nylon fiber
Fig.(2-b) of crimped shape and rectangular cross section (of dimension 0.8*0.5 mm) with length of
b)
cross
45 mm.. In this investigation, three percentages by volume of concrete (0.5%, 1% and 1.5%) are used
with mix proportion of 100-0%, 50-50% and 0-100% for each fibers percentage (steel to Nylon).
50%
0 100%
(a)
(b)
Figure (2) (a) Steel Fibers, (b) nylon Fibers
2.6 Carbon Fiber Reinforced polymer and epoxy resin
Carbon fiber fabric laminate of type Sika Wrap Hex-230C and epoxy based impregnating
Hex 230C
resin of type Sikadur-330 have been used to externally strengthen the reinforced concrete I -section
330
the
beams, as shown in Figure (3).
Figure (3) CFRP strips and epoxy resin(A + B)
3. MIXTURE PROPORTIONS
First, a control mixture (without fibers) is designed in accordance with the provisions of
Standard Practice for Selecting Proportions for high strength concrete, ACI 211.4R-08[9] , to have a
211.4R211.4R
28-day cube compressive strength of (61 MPa) (Table 6), slump value for control mix is between
day
(95-105 mm) for a good mix workability. Thus, the total concrete mixes which contain fibers are
105
mixes
nine. The W/Cm ratio is maintained at 0.3, slump values for FRC were kept in range (95
(95-105 mm).
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(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
Table(6) Concrete Mix Proportions
Water
Constituent
Amount (kg/m3)
Cement
Fine
Aggregate
Coarse
aggregate
Super
plasticizer
137.85
459.5
738.4
896
4.59
4. CFRP INSTALLATION
The experimental program consists of (10) I-section beams, the concrete surface at bottom
faces of beams was cleaned from lousy materials by a surface cleaning machine. Firstly, the twoparts of epoxy (A and B) were mixed in 4:1 ratio. The epoxy mixer has been applied to the surface of
concrete at location of CFRP strips in length of (60 cm) to fill the cavities. Also the epoxy mixer
poured on surface of CFRP strips and these strips applied to the surface of concrete as shown in
figure (4), The properties of epoxy and (CFRP) used are shown in table (6)and (7).
Figure (4) Repair steps beams
Table (7) Properties of epoxy resin
Density
1.31 Kg/L mixed (Comp. A+B)
Mixing ratio (A:B) by weight
1:4
+15oC :90 min.
+35oC :35 min.
Pot life
Open time
+35oC :30 min.
Viscosity
Pasty, not flow able.
Substrate and ambient temperature:
+15oC to +35oC
Concrete fracture after 1 day (>15oC), on
sandblasted substrate
Application temperature
Adhesive tensile strength on concrete
Tensile strength
(Curing 7 day, +23oC)= 30 N/mm2
(Curing 7 day, +23oC) = 3800 N/mm2
Flexural-E-Modulus
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(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
5. TESTING
Compressive strength of concrete is measured on 150 mm cubesin conformity with B.S 1881:
part 116: 1989[10]. The split tensile strength is determined as per the procedure outlined in ASTM C
.
496-96[11] to assess the split tensile strength of concrete cylinder specimens of (150*300) mm.
The I-section beams are tested to investigate flexural strength. The beams were subjected to
section
two-point loading as shown in figure (5), the loading rate was subjected using Universal machine
point
with capacity of 5000 kN at a rate of 3 MPa/min. The specimen is tested at the age of 28 days and
after the failure of the beams, opposite load applied on the beam to repair it by using carbon fiber
opposite
sheet and test it again.
two point
Fig.( 5): Details of I- Beam with Externally Bonded CFRP under two-point load
53
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(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
Table( 8) Properties of carbon fiber strips
1
Fiber type
High strength carbon fibers
2
Fiber orientation
00 (unidirectional)
Construction
Warp: Carbon fibers(99% of total a real weight)
Weft: Thermoplastic heat-set fiber(1% of total a real weight)
4
A real weight
225 gm/cm2
5
Fiber density
1780 kg/m3
6
Fiber design thickness
0.13 mm (Based on total area of carbon fiber)
7
Tensile strength
3500 N/mm2
8
Tensile -E-modulus
230,000 N/mm2
9
Elongation at break
1.5%
10
Fibric length / roll
11
Fibric width
12
Shelf life
Unlimited
13
Package
1 roll in card board box
3
≥ 45.7 m
305/610 mm
6. RESULTS AND DISCUSSION
6.1 Slump Test
Results of the slump tests are presented in Table (9). The clearest effect was noted when
adding the fibers into the cement matrix, was the reduction in workability as fiber content increased.
To get, almost, similar workability for all mixes of this study, the (S.P/c) ratio changed when type
and the volume fraction of fiber changed.
Table (9) Compressive & Tensile Strength and Slump for different volume fraction
Fibers percentage
Symbol
ࢂࢌ %
M1
R
M2
Mix No.
Compressive
strength (28)
day (ࢌࢉ࢛ )
MPa
Splitting
tensile
strength (28)
day (ࢌࢉ࢚ )MPa
Slump (mm)
SF%
NF%
0
0
0
61.10
3.85
102
S1
0.5
100
0
64.20
5.05
98
M3
S2
1
100
0
72.74
7.45
100
M4
S3
1.5
100
0
67.50
6.51
105
M5
N1
0.5
0
100
62.20
4.53
95
M6
N2
1
0
100
56.67
4.61
105
M7
N3
1.5
0
100
48.37
4.22
100
M8
HY.1
0.5
50
50
67.55
4.63
96
M9
HY.2
1
50
50
69.70
5.73
103
M10
HY.3
1.5
50
50
64.60
5.57
100
54
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6.2 Compressive and tensile strength
Table(9) show The results of compression tests and tensile strength that determined at the
age of 28 days, as a means of quality control , Test results show that the addition of nylon fibers has
addition
minor effect on the improvement of the compressive and tensile strength values, but the addition of
steel fibers has a major effect which is larger than the effect of nylon fibers.
6.3 Flexural Strength
The average results of the flexure tests are given in table (9) as a ultimate load. The flexural
strength trend for steel and nylon fiber varies when fiber increased. The maximum increase ultimate
load can be achieved for fiber percentage equal to 1.5% for steel fiber. In general, for the all fiber
percentage, the flexure strength of the FRC specimens increased as the steel fiber percentage
increases and it can be seen that the addition of nylon fibers slightly increases the flexural strength.
6.4 Repair beams
Table (10) and figure (6) shown result of repair beams, it indicate that the strength with
ure
carbon fiber sheet have increased the resistance of bending for beams and this increase varies with
fiber contain, figure (7-16) show the load deflection of repair beam and figure(17) shows the shape
16)
of the failure before and after repairs.
Beam With Repair
Load (KN)
Beam With Out Repair
Beams
Figure (6) ultimate load & CFRP ultimate load for different volume fraction ratios
55
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(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
Table (10) ultimate load & CFRP ultimate load for different volume fraction ratios
Symbo
ࢂࢌ %
Mix No.
l
Fibers
percentage
SF%
NF%
Ultimate
Ultimate
Load(EXP.)(k Load(CFRP)(k
N)
N)
Percent of
increase %
M1
R
0
0
0
72.37
88.30
22.1
M2
S1
0.5
100
0
89.98
112.22
24.72
M3
S2
1
100
0
95.6
127.50
33.36
M4
S3
1.5
100
0
100.55
131.50
30.78
M5
N1
0.5
0
100
78.83
90.70
15.06
M6
N2
1
0
100
82.9
92.50
11.58
M7
N3
1.5
0
100
80.2
96.6
20.45
M8
HY.1
0.5
50
50
76.93
91.8
19.33
M9
HY.2
1
50
50
91.72
107.65
17.56
M10
HY.3
1.5
50
50
88.75
116.70
31.50
R: reference Concrete
S1: Concrete containing ( S.F = 0.5% )
S2: Concrete containing ( S.F = 1 % )
S3: Concrete containing ( S.F = 1.5% )
N1: Concrete containing ( N.F = 0.5% )
N2: Concrete containing ( N.F = 1% )
N3: Concrete containing ( N.F = 1.5% )
HY1: Concrete hybrids containing (50%S.F +50%N.F) the volumetric rate of 0.5%
HY2: Concrete hybrids containing (50%S.F +50%N.F) the volumetric rate of 1 %
HY3: Concrete hybrids containing (50%S.F +50%N.F) the volumetric rate of 1.5%
100.00
80.00
Load (KN)
60.00
(REF. (CFRP
40.00
. REF
20.00
0.00
0.00
5.00
10.00
Deflection (mm)
15.00
Figure (7) Load-deflection curve for reference and CFRP beam
56
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(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
120.00
100.00
80.00
(S.F (CFRP%) 0.5(
S.F%) 0.5(
Load (KN)
60.00
40.00
20.00
0.00
0.00
5.00
10.00
Deflection(mm)
15.00
Figure (8) Load-deflection curve for steel 0. 5 % and CFRP beam
140.00
120.00
100.00
Load (KN)
80.00
60.00
(S.F (CFRP%) 1(
40.00
S.F%) 1(
20.00
0.00
0.00
5.00
10.00
Deflection (mm)
15.00
Figure (9) Load-deflection curve for steel 1 % and CFRP beam
140.00
120.00
100.00
80.00
60.00
Load (KN)
…S.F %) 1.5(
40.00
20.00
0.00
0.00
5.00
10.00
Deflection (mm)
15.00
Figure (10) Load-deflection curve for steel 1.5 % and CFRP beam
100.00
80.00
Load (KN)
60.00
(N.F (CFRP%) 0.5(
40.00
20.00
0.00
0.00
5.00
10.00
Deflection (mm)
15.00
Figure (11) Load-deflection curve for nylon 0.5 % and CFRP beam
57
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(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
100.00
80.00
Load (KN)
60.00
40.00
(N.F (CFRP%) 1(
20.00
0.00
0.00
5.00
10.00
Deflection (mm)
15.00
Figure (12) Load-deflection curve for nylon 1 % and CFRP beam
120.00
100.00
80.00
Load (KN)
60.00
(N.F (CFRP%) 1.5(
N.F%) 1.5(
40.00
20.00
0.00
0.00
5.00
10.00
Deflection (mm)
15.00
Figure (13) Load-deflection curve for nylon 1.5 % and CFRP beam
100.00
80.00
Load (KN)
60.00
(HY (CFRP%) 0.5(
HY%) 0.5(
40.00
20.00
0.00
0.00
5.00
10.00
Deflection (mm)
15.00
Figure (14) Load-deflection curve for hybrid 0.5 % and CFRP beam
120.00
100.00
80.00
Load (KN)
60.00
(HY (CFRP%) 1(
HY%) 1(
40.00
20.00
0.00
0.00
5.00
10.00
Deflection (mm)
15.00
Figure (15) Load-deflection curve for hybrid 1 % and CFRP beam
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140.00
120.00
100.00
Load (KN)
80.00
(HY (CFRP%) 1.5(
HY%) 1.5(
60.00
40.00
20.00
0.00
0.00
5.00
10.00
Deflection (mm)
15.00
Figure (16) Load-deflection curve for hybrid 1.5 % and CFRP beam
Figure (17) shape of the failure before and after repairs
6. CONCLUSIONS
1-
2-
3-
The addition both type of fibers with different volumetric ratios leads to a decrease in the
workability of HSC. The addition of Steel Fibers caused an increase in compressive and
tensile strength of about 19 % and 93.5 % respectively for fiber volume fraction equal to 1%
at age of 28 days but addition of nylon fiber caused slightly effect.
Adding both type of fiber to HSC with different volumetric ratios leads to a clear
improvement in the properties of hardened state, so there is a significant increase in the
flexural strength for the concrete mix including 1.5% steel fiber equals to 38.94 % and for
nylon fiber including 1 % equal to 14.6 % and for hybrid fiber including 1 % equal to 26.74
%, compared with the reference beam.
Experimental results indicate that the use of CFRP sheets is satisfactory strengthening way
for I- section beams. It gives up to 22.1% increment in ultimate load for reference beam and
(30.78%, 20.45%, 31.50%) increment for fiber volume fraction equal to 1.5% for steel and
nylon and hybrid fiber respectively .
59
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(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME
7. REFERENCES
[1]
[2]
[3]
[4]
[5]
[6]
[7]
[8] .
[9]
[10]
[11]
[12]
[13]
Newman, J., and Choo, B. S., “Advanced Concrete Technology”, 1st Edition, Elsevier Ltd.,
UK, 2003.
Suji, D., Natesan. C., Murugesan R." Experimental Study on Behaviors of Polypropylene
Fibrous Concrete Beams " Journal of Zhejiang University, SCIENCE A, pp.1101-1109,2007
Klaiber, F.W., Wipf, J.J. and Kempers, B.J., "Repair of Damaged Prestressed Concrete
Bridges using CFRP", Proceedings of the 2003 Mid Transportation Research Symposium,
Ames, Iowa, August 2003 by Iowa State University, www.ctre.iastate.edu. .
Meier, U., Kaiser, H (1991), “Strengthening of structures with CFRP laminates”, advanced
composites materials in civil engineering structures,ASCE, New York, pp 224–232.
Alam, M.A., Zumaat, M.Z (2009), “Eliminating premature end peeling of flexurally
strengthened reinforced concrete beams”, Journal of applied sciences, 9(6), pp 1106-1113.
Sobuz, H.R. Ahmed, E (2011), “Flexural Performance of RC Beams Strengthened with
Different Reinforcement Ratios of CFRP Laminates”, Key Engineering Materials, Trans
Tech Publications, Vols. 471-472, pp 79-84.
ACI Committee 211(2008), " Guide for Selecting Proportions for High-Strength Concrete
Using Portland Cement and Other Cementitious Materials ", (ACI 211.4R-08) , American
Concrete Institute, 2008.
1984 ، ، اد
ةا
وا
ا ر ي "، ا ز ا آ ي
ا ا ر )5(، "ا
ا
ا ا
وا ء" ا ز ا آ ي
ا
ا
در ا
ا ا ر )54(، "رآ م ا
ا
ا ا
.1984 ،، اد
ةا
وا
B.S. 1881, Part 116, 1989, "Method for Determination of Compressive Strength of Concrete
Cubes", British Standards Institution; PP. 3, 1881.
ASTM C 496 – 96 "Standard Test Method for Splitting Tensile Strength of Cylindrical
Concrete Specimens".
Javaid Ahmad, Dr. Javed Ahmad Bhat and Umer Salam, “Behavior of Timber Beams
Provided with Flexural as Well as Shear Reinforcement in the Form of CFRP Strips”,
International Journal of Advanced Research in Engineering & Technology (IJARET),
Volume 4, Issue 6, 2013, pp. 153 - 165, ISSN Print: 0976-6480, ISSN Online: 0976-6499.
Dr. Salim T. Yousif, “New Model of CFRP-Confined Circular Concrete Columns: Ann
Approach”, International Journal of Civil Engineering & Technology (IJCIET), Volume 4,
Issue 3, 2013, pp. 98 - 110, ISSN Print: 0976 – 6308, ISSN Online: 0976 – 6316.
AUTHORS’ DETAIL
Eng. Adnan Ibrahim Abdullah, born in 1st January 1973 complete his B.Sc. at Baghdad
University, engineering college, civil engineering department in (Iraq) 1999. Recently, he
pursuing his M.Tech studying in structure engineering, civil engineering department university of
Tikrit / College of Engineering. (Iraq).
Dr. Muyasser M. Jomaa'h; He complete B.Sc. Civil Eng. At University of Tikrit in (Iraq)
1995,M.Sc. in Civil Engineering at University of Tikrit in (Iraq) 1998, and Ph.D. in Civil
Engineering atUniversity of technology-baghdad in (Iraq)2007.
Dr. Alya'a Abbas Al-Attar; she complete B.Sc. Civil Eng. At salahaldin University in (Iraq)
1994,M.Sc. in Civil Engineering at University of Tikrit in (Iraq) 1998, and Ph.D. in Civil
Engineering at University of technology-Baghdad in (Iraq)2006.
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