20320140501005 2-3

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308

(Print), ISSN 0976 – 6316(Online) Volume 5, Issue 1, January (2014), © IAEME

47

FLEXURAL BEHAVIOR OF FIBER REINFORCED CONCRETE I- BEAMS

STRENGTHENED WITH (CFRP)

Adnan Ibrahim Abdullah, Dr. Muyasser M. Jomaa'h, Dr. Alya'a Abbas Al-Attar

1Department of Civil, Engineering, university of Tikrit / College of Engineering. 2Department of Civil Engineering, university of Tikrit / College of Engineering

3Technical College of Kirkuk

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%).

INTERNATIONAL JOURNAL OF CIVIL ENGINEERING AND

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

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48

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 Yield stress (��) (MPa) Ultimate stress (��) (MPa) Elongation%

8mm 653 798.5 7.5

6mm 636.93 683.92 6.5



49

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

Limit of Iraqi specification No. 5/1984 Content % Oxides composition

- 60.45 CaO

8% Max 4. 65 Al2O3

21% Max 20.11 SiO2

5% Max 3.62 Fe2O3

5 % Max 4.1 MgO

2.5 %Max 2.33 SO3

4 %Max 2.72 Loss on Ignition, (L.O.I)

1.5 %Max 1.33 Insoluble material

(0.66-1.02) 0.89 Lime Saturation Factor (L.S.F)



50

Table (3) Physical Properties of Cement

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 Cumulative

retained% Cumulative passing %

Limit of IQS No. 45/1984 for zone

No. (3)

4.75-mm (No.4) 9.05 90.95 90-100

2.36-mm (No.8) 13.38 88.62 85-100

1.18-mm

(No.16) 21.45 78.55 75-100

600-µm(No.30) 33.04 66.96 60-79

300-µm(No.50) 83.26 16.74 12-40

150-µm(No.100) 95.66 4.34 0-10

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).

Table( 5) Grading of Coarse aggregate

NO. Sieve Size

% Passing

%Coarse Aggregate Iraqi specification No. 45/1984

1 14 mm 100 90 -100

2 10 mm 73.4 50 - 85

3 5 mm 3.3 0 -10

4 pan 0 -

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.

Limit of Iraqi specification No. 5/1984 Test results Physical properties

(230 m2/kg) lower limit 308

Specific surface area (Blaine

method), (m2/kg)

Not less than 45min

Not more than 10 hrs

2hrs 15min

4hrs 10min

Setting time (vacate apparatus)

Initial setting, (hrs : min)

Final setting, (hrs : min)

Not less than 150 kg/cm2

Not less than 230 kg/cm2

288

342

Compressive strength (kg/cm2)

For 3-day

For 7-day

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976


2.5 Fibers Two different types of fiber are used. The first is the steel fibe

Dramix® ZP305 Fig.(2-a) and having a ‘trough’ shape with hooks at both ends, and glued in

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 c

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

Figure (2)

2.6 Carbon Fiber Reinforced polymer

Carbon fiber fabric laminate of type Sika Wrap Hex

resin of type Sikadur-330 have been used to externally strengthen th

beams, as shown in Figure (3).

Figure (3)

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

28-day cube compressive strength of (61 MPa) (Table 6), slump value for control mix is between

(95-105 mm) for a good mix workability. Thus, the total concrete m

nine. The W/Cm ratio is maintained at 0.3, slump values for FRC were kept in range (95

(a)


6316(Online) Volume 5, Issue 1, January (2014), © IAEME

51

Two different types of fiber are used. The first is the steel fiber manufactured by Bekaert

a) and having a ‘trough’ shape with hooks at both ends, and glued in


b) of crimped shape and rectangular cross section (of dimension 0.8*0.5 mm) with length of


50% and 0-100% for each fibers percentage (steel to Nylon).

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

330 have been used to externally strengthen the reinforced concrete I

Figure (3) CFRP strips and epoxy resin(A + B)


Practice for Selecting Proportions for high strength concrete, ACI 211.4R-

day cube compressive strength of (61 MPa) (Table 6), slump value for control mix is between

105 mm) for a good mix workability. Thus, the total concrete mixes which contain fibers are

nine. The W/Cm ratio is maintained at 0.3, slump values for FRC were kept in range (95

(b)



r manufactured by Bekaert -

a) and having a ‘trough’ shape with hooks at both ends, and glued in


ross section (of dimension 0.8*0.5 mm) with length of


100% for each fibers percentage (steel to Nylon).

230C and epoxy based impregnating

e reinforced concrete I -section


Practice for Selecting Proportions for high strength concrete, ACI 211.4R-08[9] , to have a

day cube compressive strength of (61 MPa) (Table 6), slump value for control mix is between

ixes which contain fibers are

nine. The W/Cm ratio is maintained at 0.3, slump values for FRC were kept in range (95-105 mm).



52

Table(6) Concrete Mix Proportions

Constituent Water Cement Fine

Aggregate

Coarse

aggregate

Super

plasticizer

Amount (kg/m3) 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 two-

parts 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

Pot life +15

oC :90 min.

+35oC :35 min.

Open time +35oC :30 min.

Viscosity Pasty, not flow able.

Application temperature Substrate and ambient temperature:

+15oC to +35

oC

Adhesive tensile strength on concrete Concrete fracture after 1 day (>15

oC), on

sandblasted substrate

Tensile strength (Curing 7 day, +23oC)= 30 N/mm

2

Flexural-E-Modulus (Curing 7 day, +23oC) = 3800 N/mm

2



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)

The I-section beams are tested to investigate flexural strength. The

two-point loading as shown in figure (5), the loading rate was subjected using Universal machine

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, oppos

sheet and test it again.

Fig.( 5): Details of I- Beam with Externally Bonded CFRP under two



53


. The split tensile strength is determined as per the procedure outlined in ASTM C

to assess the split tensile strength of concrete cylinder specimens of (150*300)

section beams are tested to investigate flexural strength. The beams were subjected to

point loading as shown in figure (5), the loading rate was subjected using Universal machine


after the failure of the beams, opposite load applied on the beam to repair it by using carbon fiber

Beam with Externally Bonded CFRP under two-point load




. The split tensile strength is determined as per the procedure outlined in ASTM C

to assess the split tensile strength of concrete cylinder specimens of (150*300) mm.

beams were subjected to

point loading as shown in figure (5), the loading rate was subjected using Universal machine


ite load applied on the beam to repair it by using carbon fiber

point load



54

Table( 8) Properties of carbon fiber strips

1 Fiber type High strength carbon fibers

2 Fiber orientation 00 (unidirectional)

3 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 ≥ 45.7 m

11 Fibric width 305/610 mm

12 Shelf life Unlimited

13 Package 1 roll in card board box

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

Slump (mm)

Splitting

tensile

strength (28)

day (��)MPa

Compressive

strength (28)

day (��)

MPa

Fibers percentage

��% Symbol

Mix No.

NF% SF%

102 3.85 61.10 0 0 0 R M1

98 5.05 64.20 0 100 0.5 S1 M2

100 7.45 72.74 0 100 1 S2 M3

105 6.51 67.50 0 100 1.5 S3 M4

95 4.53 62.20 100 0 0.5 N1 M5

105 4.61 56.67 100 0 1 N2 M6

100 4.22 48.37 100 0 1.5 N3 M7

96 4.63 67.55 50 50 0.5 HY.1 M8

103 5.73 69.70 50 50 1 HY.2 M9

100 5.57 64.60 50 50 1.5 HY.3 M10



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 additi

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.

load can be achieved for fiber percentage equal to 1.5% for steel fiber. In general,

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

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)

of the failure before and after repairs.

Figure (6) ultimate load & CFRP ultimate load for different volume fraction ratios

Loa

d (

KN

)

Beam With Out Repair



55

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


steel fibers has a major effect which is larger than the effect of nylon fibers.

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,



ure (6) shown result of repair beams, it indicate that the strength with


16) show the load deflection of repair beam and figure(17)

of the failure before and after repairs.

ultimate load & CFRP ultimate load for different volume fraction ratios

Beams

Beam With Out Repair Beam With Repair



Table(9) show The results of compression tests and tensile strength that determined at the

on of nylon fibers has


flexure tests are given in table (9) as a ultimate load. The flexural

maximum increase ultimate

load can be achieved for fiber percentage equal to 1.5% for steel fiber. In general, for the all fiber



ure (6) shown result of repair beams, it indicate that the strength with


16) show the load deflection of repair beam and figure(17) shows the shape

ultimate load & CFRP ultimate load for different volume fraction ratios



56

Table (10) ultimate load & CFRP ultimate load for different volume fraction ratios

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%

Figure (7) Load-deflection curve for reference and CFRP beam

0.00

20.00

40.00

60.00

80.00

100.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection (mm)

REF. (CFRP(

REF .

Percent of

increase %

Ultimate

Load(CFRP)(k

N)

Ultimate

Load(EXP.)(k

N)

Fibers

percentage ��%

Symbo

l Mix No.

NF% SF%

22.1 88.30 72.37 0 0 0 R M1

24.72 112.22 89.98 0 100 0.5 S1 M2

33.36 127.50 95.6 0 100 1 S2 M3

30.78 131.50 100.55 0 100 1.5 S3 M4

15.06 90.70 78.83 100 0 0.5 N1 M5

11.58 92.50 82.9 100 0 1 N2 M6

20.45 96.6 80.2 100 0 1.5 N3 M7

19.33 91.8 76.93 50 50 0.5 HY.1 M8

17.56 107.65 91.72 50 50 1 HY.2 M9

31.50 116.70 88.75 50 50 1.5 HY.3 M10



57

Figure (8) Load-deflection curve for steel 0. 5 % and CFRP beam

Figure (9) Load-deflection curve for steel 1 % and CFRP beam

Figure (10) Load-deflection curve for steel 1.5 % and CFRP beam

Figure (11) Load-deflection curve for nylon 0.5 % and CFRP beam

0.00

20.00

40.00

60.00

80.00

100.00

120.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection(mm)

(0.5%) S.F (CFRP(

(0.5%) S.F

0.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection (mm)

(1%) S.F (CFRP(

(1%) S.F

0.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection (mm)

(1.5%) S.F …

0.00

20.00

40.00

60.00

80.00

100.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection (mm)

(0.5%) N.F (CFRP(



58

Figure (12) Load-deflection curve for nylon 1 % and CFRP beam

Figure (13) Load-deflection curve for nylon 1.5 % and CFRP beam

Figure (14) Load-deflection curve for hybrid 0.5 % and CFRP beam

Figure (15) Load-deflection curve for hybrid 1 % and CFRP beam

0.00

20.00

40.00

60.00

80.00

100.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection (mm)

(1%) N.F (CFRP(

0.00

20.00

40.00

60.00

80.00

100.00

120.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection (mm)

(1.5%) N.F (CFRP(

(1.5%) N.F

0.00

20.00

40.00

60.00

80.00

100.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection (mm)

(0.5%) HY (CFRP(

(0.5%) HY

0.00

20.00

40.00

60.00

80.00

100.00

120.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection (mm)

(1%) HY (CFRP((1%) HY



59

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- 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.

2- 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.

3- 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 .

0.00

20.00

40.00

60.00

80.00

100.00

120.00

140.00

0.00 5.00 10.00 15.00

Loa

d (

KN

)

Deflection (mm)

(1.5%) HY (CFRP(

(1.5%) HY



60

7. REFERENCES

[1] Newman, J., and Choo, B. S., “Advanced Concrete Technology”, 1st Edition, Elsevier Ltd.,

UK, 2003.

[2] 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

[3] 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. .

[4] Meier, U., Kaiser, H (1991), “Strengthening of structures with CFRP laminates”, advanced

composites materials in civil engineering structures,ASCE, New York, pp 224–232.

[5] 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.

[6] 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.

[7] 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.

[8] . 1984 ، 01/اد ا�-�,�، وا�*�(�ة �'&��% ا��آ#ي ا�! �ز ،"ا��ر��ي ا��" ،)5( ر�� ا��ا�� ا�� ا��ا��

[9] �ء ا�,+*��" () ا��'$�& ا�%�#$#" ا��!�در رآ�م" ،)45( ر�� ا��ا�� ا�� ا��ا�� '&��% ا��آ#ي ا�! �ز" وا�.1984 01/اد، ا�-�,�، وا�*�(�ة

[10] B.S. 1881, Part 116, 1989, "Method for Determination of Compressive Strength of Concrete

Cubes", British Standards Institution; PP. 3, 1881.

[11] ASTM C 496 – 96 "Standard Test Method for Splitting Tensile Strength of Cylindrical

Concrete Specimens".

[12] 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.

[13] 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.

20320140501005 2-3

Technology

adnan ibrahim

sieve analysis

concrete cylinder

volumetric

carbon fiber

split tensile

tikrit college

flexural strength