FLEXURAL BEHAVIOR OF COMPOSITE REINFORCED CONCRETE T-BEAMS CAST IN STEEL CHANNELS.pdf

7/30/2019 FLEXURAL BEHAVIOR OF COMPOSITE REINFORCED CONCRETE T-BEAMS CAST IN STEEL CHANNELS.pdf

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

(Print), ISSN 0976 6316(Online) Volume 4, Issue 2, March - April (2013), IAEME

215

FLEXURAL BEHAVIOR OF COMPOSITE REINFORCED CONCRETE

T-BEAMS CAST IN STEEL CHANNELS WITH HORIZONTAL

TRANSVERSE BARS AS SHEAR CONNECTORS

Dr. Laith Khalid Al- Hadithy1

, Dr. Khalil Ibrahim Aziz2

(Ph.D.) ,

Mohammed Kh. M. Al-Fahdawi3

(M .Sc)

1Department of Civil Engineering, Al-Nahrain University , Iraq

2Department of Civil Engineering, Anbar University , Iraq

3Department of Civil Engineering, Anbar University , Iraq

ABSTRACT

With the purpose of evaluating the influence of both the size and configurations of

horizontal shear connectors in simply supported reinforced concrete T-beams of webs

partially cast in steel channels, an experimental program was carried out using three large-

scale composite reinforced concrete beam models of the configuration, constituents,

geometry, and interconnection defined above have been manufactured, loaded up-to-failure.

Laboratory observed and measured responses were interpreted to predict the fracture patterns

in addition to the ultimate bending moment capacity, flexural stiffness, and flexural integrity

from variations of the midspan deflection and relative longitudinal end slip with load.

The privilege of the present horizontal-bar shear connector over the traditional

headed-stud style in reinforced concrete T-beams cast in steel channel has been verified and

evaluated by a comparative investigation with the findings of a recent previous experimental

study on such composite reinforced concrete T-beams with the competitive headed-stud shear

connectors , from which beams with new horizontal-bar shear connector have revealedsubstantially higher ultimate bending moment capacity ,flexural stiffness and flexural

integrity (represented by the measured relative longitudinal end-slip). Enhancement realized

in the mechanical parameters specified above are 43%, 33% and 33% respectively.

Keywords: Reinforced Concrete, Composite Structure, T-beam, Steel Channel,

Shear Connecter, Ultimate Load, Horizontal Transverse Bars.

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ISSN 0976 6308 (Print)

ISSN 0976 6316(Online)

Volume 4, Issue 2, March - April (2013), pp. 215-230 IAEME:www.iaeme.com/ijciet.asp

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1. INTRODUCTION

The present study deals with the flexural behavior of simply supported composite

reinforced concrete beams shown in Fig 1consisting of T-section reinforced concrete prismscast in steel channels with transverse horizontal bars across beam web extending between

opposite holes in the two flanges of the steel channel acting as shear connectors.

The flexural behavior to be studied includes: ultimate flexural resistance, load

deflection relation, moment curvature relation, load- longitudinal slip (at beam ends) relation,

and mode of failure (type and shape).

The suggested study comprises the following aspects:

i.Superiority of the present shear connectors in producing high flexural performance (given

by the five flexural criteria mentioned above) over the corresponding performance of the

traditional headed studs.

ii.Effect of varying the configuration of the longitudinal distribution.In each of the two above aspects, five specified large scale models of the present type of

composite beam were fabricated, loaded and tested, three of which are discussed in this

paper.

2. REVIEW

Few research dealing with reinforced concrete beams cast in steel channels were

done. Taylor in 1979[1] made an experimental study on a variety of simply supported beams

using two types of testing. Taylor and Burdon, in 1972[2] reported tests on six simply

supported composite beams having the cross section shown in Fig.2 with mild steel channel

as tensile reinforcement.

Yousif, in 1982 [3],made an experimental study by using four simply supported

reinforced concrete T-beam cast in to steel channels ,simulating them as parts of a continuous

beam at support section ,tested to investigate their behavior in shear and in hogging bending.

Test data was critically analyzed to suggest the methods of prediction of shear and flexural

loads, and to explore the possibilities of the application of simple plastic theory for the

analysis of continuous composite reinforced concrete beam.

Fig.1 Cross- section of a typical composite reinforced concrete T-beam with

horizontal shear connectors


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Abdu Al-Razag in 1985 [4], made another experimental study by using six simply

supported reinforced concrete T-beam casts in steel channels, to investigate the behavior of

sagging moment regions. He suggested a computerized method of analysis based on the

theoretical moment-curvature relationship for sagging moment section. By that program, thecomputerized methods for the short term deflection at service load can be calculated based on

gross concrete section, neglecting reinforcement.

Abdul-Hussein[5] in 2007 ,presented a three-dimensional finite element analysis to

predict the behavior of composite T-concrete beam with web partly cast in steel channel. The

general purpose finite element software ANSYS (version 9.0) has been used during this

analysis. The nonlinearity of materials due to cracking and crushing of the concrete, yielding

of steel channel and reinforcing bars, and interface at the steel channel-concrete were

considered. The study was performed to study the influence of several parameters such as

strength of concrete, the degree of connection and span/depth ratio on the behavior of load-

deflection curve and the ultimate load.

Al-Hadithy and Al-Kerbooli [6] in 2008, made four reinforced concrete beams of

rectangular cross-section and four corresponding composite ones consisting of reinforcedconcrete prisms cast in steel channel with shear connectors were manufactured , loaded ,and

tested in the laboratory to measure mid-span deflections, and to observe fracture criteria. The

reinforced concrete prism of each of the four composite beams is of rectangular cross-section

and identical to its corresponding reinforced concrete beam .A parametric study on the effect

of flange width of the steel channel shows that a 40% increase in the ultimate load capacity

can be realized by a one-third increase in that parameter with a slight decrease in ductility

ratio.

Al-Ta'ai, A.A [7] in 2009, presented study three-dimensional finite element analysis

to predict the behavior of a special form, cost-effective type of composite construction, a

composite reinforced concrete T-beam enclosed by a large steel channel in the entire concrete

web and connected in soffit of the beam by shear connectors with and without construction

joint at flange-web junction. Parametric study includes the influence of parameters on largesteel channel instead of small steel channel for composite reinforced concrete T-beam

without construction joint; including removal of internal reinforcement, thickness of steel

channel, yield strength of steel channel, concrete compressive strength, degree of partial

connection, coefficient of friction, ratio of compressive reinforcement and Poisson's ratio.

This study compared the analytical results from the ANSYS of finite element models with

tested beams for two types of composite reinforced concrete with small steel channel (T-

beam and inverse T-beam), as two beams for each type. The analytical results show good

agreement with the experimental results.

Only two previous published investigations have met (in the present study) regarding

the use of horizontal transverse shear connectors in the initially low-cost concrete beams cast

into steel channel. The target of those two researches was to reduce the cost even further.

Clark and Nelson[8 ] conducted in 1974, the first of those two investigations in

which a push-off test was carried out on transverse-bolt shear connectors (passing through

holes in the flanges of the channel )as defined by Fig 1 to ascertain their strength. The results

of their test are summarized in Table1 in which the values of the maximum load are the

averages from two push-off tests. The tabulated results show that in all cases the failure loads

were appreciable higher than the characteristic strength of the corresponding stud, but

certainly not twice these values.


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Table 1 Results of push off tests by Clark and Nelson[8]

Thereafter, Cunningham [9] in 1977, carried out a push-off test on another possible

type of transverse shear connectors; the transverse plain bar placed through holes in the

channel which in comparison with the bolt-is significantly cheaper. The results of their

push-off test are given in Table 2.

Table 2-2 Results of Push off by Cunningham [9]

3. EXPERIMENTAL WORK

3.1 Description of test specimensThree beams were fabricated, loaded and tested .All the beams were simply supported

having 2000mm whole length and span. A typical model perspective, profile and cross-

section are shown in Fig2 from which it is seen that the flange width and thickness are

350mm and 80mm, respectively. Depth and breadth of the web are 90mm and

80mm, respectively. Depth of the T-beam web part cast in a steel channel of a depth is equal

to the breadth of the reinforced concrete web. Sectional dimension of the used steel channels

are shown in Fig 2 with details of their shear connectors.

3.2 Materials

Normal weight concrete used in the fabricated beams was produced by using Ordinary

Portland Cement (Type1) according to ASTM C150-86[10] produced by Kubasia cement

plant. In addition, the natural normal-weight sand from Al-Anbar west region was used as

fine aggregate, and crushed gravel of 10mm maximum size as coarse aggregate. Both the fine

and coarse aggregates used in the present work are subjected to sieve analysis according to

Iraqi specification. Mix ratio for concrete constituents was 1:2:3 by weight for cement, sandand gravel, respectively. Water/cement ratio was 0.45 by weight.

Diameter of

bolt(mm)

Over size of

holes(mm)

Maximum load per

shear connectors(kN)

12

12

12

16

0.4

1.6

2.4

1.6

69

72

68

110

Diameter of

bolt(mm)

Over size of

holes(mm)

Maximum load per

shear connectors

(kN)

12

12

12

16

0.4

1.6

2.4

1.6

69

72

68

110


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3.3 Constitutional propertiesAccording to B.S.1881 [11], 100mm concrete cubes representative to the three beams

were tested for compression at age of 28 days. Corresponding values for the modulus of elasticity

Ec were computed according to Eq.17 , page 45 in ref. [11]. The mechanical properties of theconcrete , steel channels. horizontal shear connector and reinforcing steel bars for the three

beams are given in Table 3.

Fig.2 Typical Beam

Beam M1(uniform close

shear connector

Beam M2(non-uniform

shear connector

Beam M3(uniform

shear connector


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Details of the steel channel and horizontal shear connector

Table 3: Mechanical properties of used material

Concrete

(28days age)

Reinforcing Steel

Bars

Steel Channel

and shear

connector

fcu Ec fy fu Es fy fu Es

BeamMark

M1 38.05 27610

414

486

210000

317

400

193200

M2 33.227 26645

M3 25.154 25030

(all number are in MPa)

Transverse Bar

Fig.2: Details of the tested beams (All dimensions are in mm)

350

A-A : Typical beam cross-section


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3.4 Fabrication and casting

Plate 1 show the steel channels with the horizontal shear connectors ,while plate

2shows a typical test specimen before casting of concrete, from which it is realized that the

cages of reinforcement were first placed at their appropriate positions in the framework(each consisting of the permanent steel channel and two attached temporary vertical plates

aligned with flanges of the steel channel ) after lubricating the inside vertical temporary faces

and before placement of concrete for easy removal of the side forms after hardening of the

concrete mix. Positioning of the transverse bolts by passing through precisely located holes inthe flanges of the steel channel was subsequent to the positioning of the reinforcement cage.

Plate 1 :The steel channel with horizontal transverse bars as shear connectors

Plate2: Typical specimen before casting of showing the three constituents prior to casting

;i.e. the steel channel, the horizontal shear connectors, and reinforcement

4. INSTRUMENTATION AND TESTING PROCEDURE

A convenient test frame was available in the heavy structures laboratory in the

University of Technology. The tests were done using the 2500 kN capacity Universal Testing

Mechine shown in plate 3. The test prototypes were subjected to a central 1- m length

uniformly distributed load applied at the top (compression) surface of the prototype. Two

series of steel I-Joists with rollers, steel plates and rubber pads were employed as a load

transfer device for the four prototypes .Details of the test setup are shown in Fig3 . Three dial

gauges having the smallest division of 0.01 mm were employed for each test prototype to

measure the mid span deflection and the two relative longitudinal end slips at concrete - steel

channel web interfaces at each load increment.


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International Journal of Civil

(Print), ISSN 0976 6316(Onli

Fi

The testing machine has

2500kN) with a capacity of 25

dimensions of the testing machi

large scale models. These featu

stiff and highly interactive comp

Plate 3: The uni

5. PRESENTATION AND IN

The mechanically

are the consecutively increasing

steel-concrete interfaces with

previously shown in Fig3. Th

respectively .

ngineering and Technology (IJCIET), ISSN

ne) Volume 4, Issue 2, March - April (2013),

222

3 Test set-up for loading of beam

three scale loads : 0 to 500kN, 0 to 1500

0kN as shown in Plate 3. The high capacity,

e make it more adequate to test actual models

res of testing machine satisfy the test require

osite structural systems.

ersal testing machine ( 8551M.F.L.system)

ERPRETATION OF RESULTS

easured (by deflectometers) displacements in t

midspan deflections and the horizontal relativ

he monotonic increasing loads applied up

se measured displacements are shown in Fi

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N and (0 to

stiffness and

in addition to

ents of such

he laboratory

e end-slips at

to failure as

s. 4 and 5 ,


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0

20

40

60

80

100

120

0 200 400 600 800 1000 1200 1400 1600 1800 2000

Load

KN

Deflections (x 0.01 mm)

beam M1

beam M2

beam M3

as

defined

in Fig.2

It may be noticed here that values of the ultimate crushing stress (i. e .characteristic strength;

Fcu) of the concrete are not same for the three investigated beams - as given in Table 3. To

find out the exclusive effects of the horizontal shear connectors amounts and distributions on

flexural behavior and integrity the observed load values are modified ( then presented in Figs.4 and 5 ) to eliminate the effect of variation in Fcu values. The modifications are done by

multiplying the observed load value of the concerned beam by the ratio () obtained by thefollowing relation:

..(1)

where:

fcu,o= Characteristic strength of concrete of beam M3

fcu,i = Characteristic strength of concrete of beam M-i concerned , i =1 , 2 or 3 .

= Beta.Laboratory test results presented in Figs. 4and5 have then been interpreted to

quantitatively bring out the enhancements achieved in the principal properties within the two

main studied mechanical properties of composite reinforced concrete beams , namely ;

"Flexural Behavior" and "Integrity" due to introducing horizontal shear connectors of various

amounts and distributions .

Fig 4: Load~Mid-span deflection curves for the three composite reinforced concrete T-beams

with 8mm-diameter horizontal transverse shear connectors.


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0

20

40

60

80

100

120

0 20 40 60

Load

KN

Longi

Fig.5: Load relative end-slip

with 8mm-dia

Subsequent observed behavior of lo

for which a view for a typical tested

45O

inclined symmetric failure surfflange of the T-beam.

Plate 4: Fr



224

80 100 120 140 160 180 200 2

tudinal slip at ends x0.01mm

beam M1

beam M2

beam M3

urves for the three composite reinforced concre

eter horizontal transverse shear connectors.

ading process (after failure) is the resulting fra

beam is given in Plate 4 . The dominant fractu

ce including portions of crushed concrete in th

acture Pattern for a Typical Tested Beam

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0 240

te T-beams

cture pattern-

re pattern is a

e compressed


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6. DISCUSSION OF RESULTS

6.1 Measured Response

They are represented by the load- midspan deflection and the load~longitudinal endslip relationships exhibited in Fig 4 and 5, respectively.

a)Drawn from Fig4 is the fact that model M1 gives the higher resistance (ultimate bendingmoment) and flexural stiffness, where mid-span deflections at the ultimate stages of

models M2 and M3 are lower by 15% and 30% , respectively than that of model M1.

b)Concerning the longitudinal end relative slip at interfaces (which refers to the flexuralintegrity of the composite beam), its value for M1 (at load level ofM2 and M3) is the

least, where it is about 84% and 44% of those given byM2and M3, respectively. These

are inspected from Fig 5.

6.2 Observed responses

c)Observation ofFig5: Since differences between deflection and relative end-slip responsesbetween model M1 and M2 are relatively small, and M2 consumes about 60% the

number of the costly shear connector of model M1, model M2 is regarded as the

optimum model(among the three compared ones).

d)Mode of failure. With reference to plate 4 all of the tested prototypes failed due tocompression failure. Here concrete crushing occurred at some points in the flange within

the flange central compression zone directly beneath the 1-m length uniformly distributed

load (resembling the fracture pattern obtained in a previous experimental investigation on

beams of the same type but with headed stud shear connectors [12] ) . A symmetric two

sided inclined fracture surface begun at each of the two ends of the partial uniform load .

6.3 Comparison between present study and a recent oneTo evaluate the superiority of the horizontal transverse bar shear connector

(presently used in reinforced concrete T-beams cast in steel channels) over the traditional

vertical headed stud , a comparison has been made with one of the models of the

experimental work ofAl-Hadithy and Al-Alusi [12]. That model is similar to model M2 of

the present work (even in the distribution of shear connectors). The individual difference is

the use of the traditional vertical headed stud in the previous comparable study [12] .

Diameter of shanks of the previous headed studs and the present horizontal transverse bars

are the same.

a) Flexural stiffnessThis comparison is represented by the load~mid-span deflection relationships up to

failure for the two comparative beams which are given by Table (4) and Fig.(6). It is shown

that the maximum ultimate loads for the previous and the present beams are 58 kN and 83kN,

respectively (which means that replacing the formal type of shear connectors by the present

one increases the ultimate flexural capacity of the composite reinforcement concrete beam

by 43%). Moreover, the stiffness of the present model is larger (by 1/0.75=1.33) than the

stiffness of the former one.


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Table 4 Experimental deflection values for various load increments up to failure for beam

model M2 and the corresponding beam model ofRef. [12]

b) Flexural integrityThe longitudinal horizontal slip along planes of interface between the reinforced concrete

web bottom end and the surrounding bottom steel channel is the most direct measurement of the"Flexural Integrity" of the composite reinforced concrete beam which is necessary to realize the

hoped "composite action . The natural bond between concrete and the steel channel prevents

that slip just in the initial load stage (whenever the bond strength increases, the occurance of slip

will be late). Hence, it can be considered that initial slip is the loss in bond and crushing of

concrete surrounding the interlocking devices.To evaluate the efficiency of the horizontal transverse-bar shear connectors (in

realizing the flexural integrity of the present reinforced concrete T-beams cast in steel channels)

over the traditional vertical headed stud, a comparison has been made with the same comparativemodel of the experimental work of Al- Hadithy and Al-Alusi [12]. This comparison is

represented by the load~end longitudinal slip for the two comparative beams which is given inTable (5) and Fig.(7).It is shown that the longitudinal end slip of the former model [12]

decreased by 25% when the traditional headed stud is replaced by horizontal transverse bar shear

connector of the same longitudinal distribution and spacing (model M2 of the present work). Thismeans that the new horizontal shear connector increases the flexural integrity by the same

average percentage.The reason behind this phenomenon is the attributed to the high flexural stiffness of

horizontal transverse shear connector in the comparison with the vertical headed stud of the sameshank diameter.In addition, there is a stress concentration near the base of the headed stud. High stresses,

reaching four times the concrete cube strength, are possible here because the concrete isrestrained by the steel flange, the connector and the reinforcement. The two major modes of

failure are crushing of the concrete surrounding the connector (for studs with large diameter) and

connector shearing off at the base (for slender studs). The strength of concrete can influence themode of failure, as well as the failure load. It appears that the stud strength is roughly

proportional to the square of its diameter and to the square root of concrete strength[13,14].

Mid span deflection x 0.01mm

Percent PPartial uniform

load (KN)1 (modelM2)(present study)

2(with Headed stud

[12]1/2

10% 6 47 48 0.97920% 12 98 100 0.98030% 18 143 156 0.91040% 24 188 238 0.78950% 30 236 321 0.73560% 36 305 412 0.74070% 42 365 511 0.71480% 48 417 620 0.67290% 54 518 760 0.681100% 60 712 1180 0.603

average 0.708

2 0.75


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0

10

20

30

40

50

60

70

80

90

0 200 4

Load

kN

Table Experimental end- slip v

M2 and th

Fig. 6: Experimental load ~ mi

co

Percent PPartial uni

load (K

10% 6

20% 12

30% 18

40% 24

50% 30

60% 36

70% 42

80% 4890% 54

100% 60

(ultimate load head stud)

(ultimate load M2)



227

0 600 800 1000 1200

Deflection x 0.01mm

headed stud (Al- Hadithy and Al-Alusi)

horiz. s. c (present study)

lues for various load increment up to failure fo

corresponding beam model ofRef. [12]

span deflection up to failure for beam model

rresponding beam ofRef. [12]

End longitudinal slip at interface x

0.01mm

form

)

1M2

2Headed stud

[12]

7 3

15 5.4

22 8.5

28 12.5

34 17.5

40 28

46 56

51 8454 119

61 149

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r beam model

M2 and the

1/2

2.3

2.7

2.58

2.24

1.94

1.428

0.82

0.6070.453

0.409


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Fig. 7: Experimental Load ~ e

corresponding

7. CONCLUSIONS

1. Effects of the amount and theconnector is obvious. The u

connectors(close near supportsbending moment capacity witspan wise length moderate (not

2. The privilege of the horizontastuds( used by Al-Hadithy an

in steel channels) in increasin

been evaluated experimentallproperties have been gained ,re

3. The second main improvementchange is the flexural integrit

channel, which is measured

slip(between the steel channel

been proved experimentally thtype replacement (based on iconcrete T-beam cast in steel c

4. Cracking and ultimate lateral lbound)to the case of moderatein the cracking and the ultimathe situation of the stud distri

decreases in the defined stage l

by 33%.



228

d slip relationships for the present beam M

omparative experimental beam of Ref. [12]

spanwise distribution of the horizontal transvse of the non-uniform spanwise distribution

and far near mid-span) raises the flexural stiffnesmaintaining the average number of shear con

high).

l transverses-bar shear connectors over the tradd Al-Alusi[12] in composite reinforced concrete

the ultimate moment capacity and the flexura

where 43% and 33% percentages in thosespectively.

in the flexural behavior achieved by this shear coy of the composite reinforced concrete T-beam

by the growth of the longitudinal horizontal

nd the abutting concrete) with increasing the late

t the flexural integrity rises by 33% with this shvestigating the relative end-slip in the composannels with headed-stud shear connectors of Re

ads :Transition from the case of distant stud distr

non-uniform stud distribution causes 49% ande lateral load values, respectively. Oppositely, tution upper bound to the moderate distribution

ads not exceeding 11%, whilst reducing stud qu

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2 and The

erse-bar shearf such shear

s and ultimateectors in unit

itional headedT-beams cast

l stiffness has

two flexural

nnector -typecast in steel

end relative

ral load. It has

ar connector-ite reinforced. [12]).

ibution (lower

5% increasesransition from

causes slight

ntity and cost


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REFERENCES

[1] Taylor, R. and Burdon, P. "Test on a New Form of Composite Construction ",Proceedings,Institution of Civil Engineers, Part 2, Vol. 53, December 1973, pp.471-485.[2] Taylor, R. and Al-Najmi, A.Q.S ."Composite Reinforced Concrete Beams in HoggingBending", Proceedings, Institution of Civil Engineers, Part2, Vol.69, September 1980,pp.801-812.

[3] Yousif ,M., "Flexural Behavior of Composite Reinforced Concrete Beams ",M.Sc. ThesisBasrah University ,Basrah, Iraq ,1982.

[4] Abd Al-Razag ,N.," Flexural Behavior of Composite Reinforced Concrete Beams", M.Sc.thesis Basrah university ,Basrah, Iraq ,1985.

[5] Abdul Hussein, A.A., "Finite element analysis of composite T-concrete beam with webpartly in steel channel " M.Sc. Thesis ,Department of Building and construction, University

of Technology, April 2007, p.101.

[6] Al-Hadithy and Al-Kerbooli , O.K.F., "Experimental and Finite element investigation ofcomposite Beams Consisting of reinforced Concrete Prisms Cast into Steel Channels",Department of Civil Engineering, College of Engineering, Nahrain university ,2008,pp.1-8.

[7] Al-Ta'ai, A.A., "Behavior of Composite Reinforced Concrete T-Beams With Webs Castin Steel Channel " M.Sc. Thesis ,Department of Building and construction, University of

AlMustansiriya, April 2009,p.173.

[8] Taylor R., Clark D.S.E. and Nelson J.H."Tests on a New Type of Shear Connector forComposite Reinforced Concrete." Proc. Instn civil. Engrs, Part 2,1974 , Vol.57 mar., pp.177.

[9] Taylor R. and Cunningham P."Tests on Transverse Bar Shear Connector for CompositeReinforced Concrete ".proc. instnciv. Engrs, part 2,1977,Vol.63 Dec.,pp.913-920.

[10] ASTM C150-86 , " Standard Specification for Portland Cement " Annual Book of ASTMStandards , Vol. 04.02 , 1988,pp.89-93 .

[11] BS 8110,Part 2:"structural use of concrete " British Standard Institution ,1997, pp 3- 45.[12] Al-Hadithy, L. k. and Al-Alusi, M. R "Experimental Comparative Study on Composite RC

T-Beams Behavior With Diverse Distributions of Headed Studs in Sagging MomentTensioned Concrete Media". Submitted to publishing.

[13] Ollgaard, J. G., Slutter, R.G. & Fisher, J. W., Shear Strength of Stud Connectors in LightWeight and Normal-Weight Concrete, J. Amer. Inst. Steel Construction, Vol. 8, April1971, pp. 55-64.

[14] Johnson, R.P. , '' Design of Composite Beam with Deep Haunches'', Proc. Instn. Civ.Engrs., Part 2, vol.51, January 1972, pp. 83-90.

[15] Ansari Fatima-uz-Zehra and S.B. Shinde, Flexural Analysis of Thick Beams using SingleVariable Shear Deformation Theory, International Journal of Civil Engineering &

Technology (IJCIET), Volume 3, Issue 2, 2012, pp. 292 - 304, ISSN Print: 0976 6308,

ISSN Online: 0976 6316.

[16] Mohammed S. Al-Ansari, Flexural Safety Cost of Optimized Reinforced ConcreteBeams, International Journal of Civil Engineering & Technology (IJCIET), Volume 4,Issue 2, 2013, pp. 15 - 35, ISSN Print: 0976 6308, ISSN Online: 0976 6316.

[17] Vidula S. Sohoni and Dr.M.R.Shiyekar, ConcreteSteel Composite Beams of a FramedStructure for Enhancement in Earthquake Resistance, International Journal of CivilEngineering & Technology (IJCIET), Volume 3, Issue 1, 2012, pp. 99 - 110, ISSN Print:0976 6308, ISSN Online: 0976 6316.


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ACKNOWLEDGMENT

The writers of the present work wish to Acknowledge the information provided by the

authors of ref.[12] which forms a part of the research program concerning Behavior andProperties of T-Section Composite Reinforced Concrete Beams that work (given in ref.[12] )

was submitted to publishing but it has not seen the publishing light yet. (29/5/2011)

T

. 1. 2. 3 1- / /

2- / / 3- / /

T . - .

, ,

, .

. )(

T

T , , )

( )33%43% . (

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FLEXURAL BEHAVIOR OF COMPOSITE REINFORCED CONCRETE T-BEAMS CAST IN STEEL CHANNELS.pdf