International Journal of Innovative Technology and Exploring Engineering (IJITEE)

ISSN: 2278-3075, Volume-3, Issue-3, August 2013

A Study of Effect of Shear Connector in

Composite Beam in Combined Bending and Shear
by Ansys
P.S.Patil, M.G.Shaikh

Abstract : The use of composite structures is increasingly In this case, the connection may fail in shear before either of
present in civil construction works. Steel-concrete composite the other components reaches its own failure state.
beams, particularly, are structures consisting of two materials, a In the case of the serviceability limit state of composite
steel section located mainly in the tension region and a concrete beams, the condition when the connection between the
section, located in the compression cross sectional area , both
components is considered as infinitely stiff is said to
connected by metal devices known as shear connectors. The main
functions of these connectors are to allow for the joint behavior comprise “full interaction”. Whilst this is often assumed in
of the beam-slab, to restrict longitudinal slipping and uplifting at design, it is theoretically impossible and cases where the
the elements interface and to take shear forces. This paper connection has more limited stiffness (partial interaction)
presents 3D numerical models of steel-concrete composite beams often need to be considered. In this case, the connection
to simulate their structural behavior, with emphasis on the beam- itself may deform, resulting in relative movement along the
slab interface. Simulations were carried out using version 14.0 steel–concrete interface and the effect of increased shear
ANSYS code, based on the Finite Element Method. The results deformation in the beam as a whole. Therefore, partial
obtained were compared with those provided either by Standards, interaction occurs to some
experimental work or found in the literature, and such
Extent in all beams whether fully connected or Not.
comparison demonstrated that the numerical approach followed
is a valid tool in analyzing steel concrete composite beams However, studies have shown that any flexibility in the
performance. connection may be ignored for beams designed for full
connection. The use of partial connection provides the
opportunity to achieve a better match of applied and
Keywords – ANSYS.14, composite beams, shear connectors,
resisting moment and
numerical modeling, finite element
some economy in the provision of connectors. Generally,
I. INTRODUCTION the effects of partial interaction,which are increased by the
I.1 General use. The composite steel-concrete systems were first used in
Composite steel–concrete construction, particularly for the middle of the last century. They involve the joint work
multi-storey steel frames, has achieved a high market share of concrete elements and steel sections, interacting
in several European countries, the USA, Canada and mechanically by means of connectors, dents or bumps,
Australia. This is mainly due to a reduction in construction either by friction or adhesion. Generally, composite beams
depth, to savings in steel weight and to rapid construction are made out of a combination of a steel section (commonly
programmers. “I” shaped), located on predominantly tensioned region,
Composite action enhances structural efficiency by with a concrete slab, positioned in predominantly
combining the structural elements to create a single compressed area. The mechanical binding is provided by
composite section. Composite beam designs provide a metal devices called shear connectors. The main functions
significant economy through reduced material, more slender of the shear connectors are to allow for the joint work of the
floor depths and faster construction. Moreover, this system slab-beam new material, restricting longitudinal slip and
is well recognized in terms of the stiffness and strength vertical displacements of the interface elements, and to take
improvements that can be achieved when compared with shear forces. By combining steel and concrete this way, it is
Non-composite solutions. A fundamental point for the possible to obtain the advantages of both materials working
structural behavior and design of composite beams is the together. Therefore, from the materials strength point of
level of connection and interaction between the steel section view, it is possible to take advantage of the steel section to
and the concrete slab. The term “full shear connection” take tension stresses and of the concrete in order to
relates to the case in which the connection between the withstand compressive stresses. This combination results in
components is able to fully resist the forces applied to it. high stiffness and smaller structural sections, lighter
This is possibly the most common situation; however, over foundation design, gains in materials performance and
the last two decades the use of beams in building reduced costs. In addition, composite systems allow for the
construction has led to many instances when the occasional elimination of formwork and shoring, and may
interconnection cannot resist all the forces applied (partial reduce steel protection against fire and corrosion, due to the
shear connection). presence and adequate behavior of concrete in the system. In
Brazil, the first structures making use of composite systems
were built in the 50s. However, in the last twenty years, a
Manuscript received August, 2013. growth in steel production, as Noticed by a bigger supply of
Mr. P.S.Patil. Applied Mechanics Department, Government College of steel sections in the domestic market, caused composite
engineering, Aurangabad, Maharashtra, India.
Dr. M.G.Shaikh, Applied Mechanics Department, Government College systems to increase drastically. Having this picture in mind,
of engineering, Aurangabad, Maharashtra, India. this article focus numerical analysis of composite beams.

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 A Study of Effect of Shear Connector in Composite Beam in Combined Bending and Shear by Ansys

The main idea is to make use of the computer program available in the literature are used to validate the model,
ANSYS, which is based on the Finite Element Method. Of which is able to deal with simply supported systems with I-
partial shear connection, will result in reduced strength and beams and solid flat slabs.
stiffness, and potentially enhanced ductility of the overall
structural system. It is widely known that laboratory tests 1.2 Objective
require a great amount of time, are very expensive and, in The objective is to verify the influence of the amount,
some cases, can even be impractical. On the other hand, the diameter and height of shear connectors in composite
finite element method has become, in recent years, a beams. These verifications were made by means of the
powerful and useful tool for the analysis of a wide range of analysis of longitudinal slip in the slab-beam interface, the
engineering problems. According to Abdullah a vertical displacement at mid-span and the bearing capacity
comprehensive finite element model permits a considerable of composite beams. The results were compared to those
reduction in the number of experiments. Nevertheless, in a provided by standards and to other data found in the
complete investigation of any structural system, the consulted literature.
experimental phase is essential. Taking into account that
numerical models should be based on reliable test results, II. NUMERICAL MODELING
experimental and numerical/theoretical analyses This paper uses models for composite beams, particularly
complement each other in the investigation of a particular the “A3”, extracted from experimental tests and numerical
structural phenomenon. Previous numerical studies have applications. The tested model here presented, developed by
been conducted to investigate the behaviour of composite a researcher, and uses the same geometry, parameters,
beams. Nevertheless, most of them are based on two- material properties and Nomenclature of the composite
dimensional analytical models (e.g., Gattesco and are thus beam defined in the referenced work. Despite the
Not able to simulate more complex aspects of behaviour, methodology applied here is broad and general, the “A3”
which are intrinsic for three-dimensional studies; for model simulated in this paper refers solely to the simply
instance: full distribution of stresses and strains over the sup-ported composite beam (Figure 1). It was defined as
entire section of the structural components (steel beam and having solid web, full interaction between the slab and the
concrete slab), evolution of cracks and local deformations in steel section provided a by number of shear connectors
the concrete slab. In addition, in the particular case of the calculated to prevent slipping between the surfaces, flat
model developed by., it was assumed that the shear concrete slab with two way reinforcement (transverse and
connectors were uniformly distributed along the length of a longitudinal), shear connectors with pin-type head (stud
composite member. A three-dimensional finite element bolt) and subjected to a point load in the mid span. The
model has been developed by El-Lobody and Lam using the model was based on the finite element method, also used by
package ANSYS in which the mode of failure of the beams other researchers. The model implementation started with
is detected by a manual check of the compressive concrete the definition of the geometry of the composite beam
stress and stud forces for each load step. Nevertheless, just (Figure 1). Secondly, finite elements available in the
two beams were used to validate the proposed model for ANSYS computer program library were chosen to represent
composite beams with solid slabs. All these studies were the composite materials. Thirdly, the properties and
focused just on the presentation and validation of their constitutive relations of the materials involved were
corresponding models, but these models were Not used to introduced. Finally, the mesh, couplings and linkages be-
investigate in more detail either the effect of particular tween the elements were added, taking into consideration
structural parameters or other aspects of the system the symmetry condition and the consequent restriction of
behaviour. It is only very recently that papers on finite degrees of freedom, and also the beam support conditions
element analyses of composite systems have started to and the applied load. The first simulation was done vis-à-vis
contain parametric studies (e.g., investigations related to the the unique characteristic of the A3 beam, to validate the
behaviour of individual shear connectors In order to obtain model. Then, to analyze the connectors influence on the
reliable results up to failure, finite element models must structural behavior of the composite beam, several
properly represent the constituent parts, adopt adequate alternatives for connectors were analyzed, with diameters
elements and use appropriate solution techniques. As the ranging from 16 mm, 19 mm and 22 mm and heights from
behaviour of composite beams presents significant 76 mm, 88 mm and 102 mm. Lastly ,the number of
Nonlinear effects, it is fundamental that the interaction of all connectors recommended by the standard was used.
different components should be properly modeled, as well as
the interface behaviour. Once suitably validated, the model
can be utilized to investigate aspects of behaviour in far
more detail than is possible in laboratory work. For instance,
it permits the study of the sensitivity of response to
variability of key component characteristics, including
material properties and shear stud layout. Consequently,
different spacing in distinct parts of the beam can be
adopted, allowing the investigation of partial interaction
effects. The present investigation focuses on the modeling of
composite beams with full and partial shear connection
using the software ANSYS. A three-dimensional model is
proposed, in which all the main structural parameters and
associated Nonlinearities are included (concrete slab, steel
beam and shear connectors). Test and numerical data Fig No. 01 Geometry of Composite beam model

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 International Journal of Innovative Technology and Exploring Engineering (IJITEE)
ISSN: 2278-3075, Volume-3, Issue-3, August 2013

Number of connectors 68

Diameters of connectors 19
body
Total Height of 102
connectors body
External load Concentrated at mid span

E (kN/cm2) 19,456
20.064
Fy (kN/cm2) 30,2
25,2
Fu (kN/cm2) 44,4
44,7
E (kN/cm2) 20,500
Fu (kN/cm2) 51,4
fy(kN/cm2) 42,1
E (kN/cm2) 20.500
Fy (kN/cm2) 32.0
Fig No. 02 Dimensions of Composite beam model
Table No. 01 Characteristics of the beam and material
properties

2.2 Materials properties

The characteristics of the “A3” beam and the real properties
of materials are presented in Table 1. It is noteworthy
mentioning that this study also considered other
configurations for the connectors, as number, height and
diameter.
2.3 Constitutive relations
It was considered that the steel section has a multilinear
elastic plastic constitutive relationship with an isotropic
hardening consideration, associated with the von Mises’
plasticity criterion. The stress-strain curve followed the
constitutive model presented in and it was used in and, as
shown in Figure 6. The adopted model for the steel
connectors is a bi-linear isotropic hardening, also associated
with von Mises’ plasticity criterion. Figure 7 shows the
stress-strain diagram for the steel connectors. The
Fig No. 03 Dimensions of Composite beam
constitutive relationship for the steel reinforcement follows
a perfect elastoplastic model and it is also associated with
2.1 Finite Elements von Mises’ plasticity criterion, based on the relationship
The definition of the proposed numerical model was made
between uniaxial tensions and their respective plastic
by using finite elements available in the ANSYS code
deformations, as shown in the stress-strain diagram in
default library. The three-dimensional elements SOLID 186
Figure 4. For the concrete slab, the constitutive tension
were adopted to discretize the concrete slab, which are also
relationship followed the CONCRETE model, provided by
able to simulate cracking behavior of the concrete under
ANSYS, which is based on the Willam-Warnke solution and
tension (in three orthogonal directions) and crushing in
allows for the material cracking. This model was also used
compression, to evaluate the material Non-linearity and also
in and. For the concrete in compression, on the other hand,
to enable the inclusion of reinforcement (reinforcement bars
von Mises’ laminating criterion was adopted. The model
scattered in the concrete region). The representation of the
represents the behavior of a multilinear isotropic concrete
steel section was made by the SHELL 43 elements, which
hardening, given by the stress-strain diagram in Figure 5.
allow for the consideration of Non-linearity of the material
The solution for the contact between the concrete slab, the
and show linear deformation on the plane in which it is
steel section and the connectors made use of the Pure
present. The modeling of the shear connectors was done by
Lagrange Multiplier method, also provided by ANSYS. This
the BEAM 189 elements, which allow for the configuration
method assumes that there is No interpenetration between
of the cross section, enable consideration of the Non-
the two materials when the contact is closed and also that
linearity of the material and include bending stresses. The
the slip is null, as long as it does Not reach the shear stress
TARGE 170 and CONTA 173 elements were used to
limit .The parameters that define if the contact is open or
represent the contact slab-beam interface. These elements
closed are set by FTOLN, which refers to a minimum value
are able to simulate the existence of pressure between them
of penetration as to presume that the contact is closed and
when there is contact, and separation between them when
TNOP, which refers to a minimum value of Normal tension
there is not. The two material contacts also take into account
to the contact surface, so that the status changes to open.
friction and cohesion be-tween the parties.

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 A Study of Effect of Shear Connector in Composite Beam in Combined Bending and Shear by Ansys

The absolute value adopted for FTOLN was -0.01 cm. For 2.4 Finite elements mesh
the TNOP the value adopted was 0.18 kN/cm2. The The model designed for the numerical analysis was defined
established value of the friction coefficient between steel by four types of elements that form the concrete slab with
and concrete was 0.4 and, for cohesion, an estimated added reinforcements, such as steel beam, shear connectors
number of 0.18 kN/cm2 was taken from average values of and the pair of contact at the slab-beam interface. The
adhesion tension related to the initial slip of the interface elements were established separately, but the Nodes were
one by one coupled on the interface between them. The
finite element mesh developed for all elements followed the
same methodology and degree of refinement presented in
Figure 10 and Figure 11 shows the finite element mesh for
the components cited, where (a) corresponds to the concrete
slab, (b) to the steel beam, (c) to the shear connectors and
(d) to the pair.
2.5 Couplings and linkages
The couplings connecting the elements consider the Nodes
superposition, with the degrees of freedom adapted, as
illustrated in Figure 8. The contact between the slab and the
beam was established by the CONTA 173 elements,
attached to the section web, and TARGE 170, attached to
Fig No. 06 Constitutive relation for steel profile (8) the inferior surface of the slab. The beam-connector link
was considered as a clamped metal pin in the steel section,
with rotations and translations made compatible. On the
slab-connector interface, translational referring to the X and
Z axis were also made compatible and, at the Node below
the pin head, there was a consideration of coupling in the Y
direction to represent the mechanical anchoring between the
head of the connector and the concrete slab. Attempting to
reproduce a movable type support, the degrees of freedom
related to the translation in X and the rotation in Z were Not
restricted at referred Nodes of the composite beam support.
At the Nodes of the central section of the composite beam, a
symmetry condition was applied, also provided by ANSYS
and, consequently, a restriction of degrees of freedom.
Fig No. 07 Constitutive relation for the shear connectors Figure 8 shows the symmetry condition, the binding of the
(10) composite support beam in detail, and also the coupling
between the materials. When applying mixed beams loading
without shoring, it was assumed that the steel section would
support its dead weight and that the recently set concrete on
the table would Not have joint between the two materials.
The behavior as a composite beam would only occur after
the concrete curing, when it would be possible to apply an
external load, because the composite beam would have
reached the expected resistance as set in the project. Thus,
by the time it would start acting as a composite beam, the
structure would already be deformed.
In this context, to simulate the loading application in beam
A3, the Birth & Death’s technique, available in ANSYS ,
Fig.No.08 couplings connecting the elements was adopted.
This technique, which allows for elements activation and
inactivation of a discretized mesh, consists of the
multiplication of the value of the inactivated entity in the
stiffness matrix and a reduction factor, which practically
blocks the effects of the results of such entity. In this paper
the adopted reduction factor was 10-6. Firstly, the concrete
slab and the shear connectors were inactivated and the
structure dead weight was applied to the steel section.
Secondly, the concrete slab was activated and the applied
load was used in regard of the solidarity slab-beam work.
The structure dead weight was inputted into the modeling
according to the unit weight of the materials, which were: 24
kN/m³ for the concrete and 77 kN/m³ for the steel girder,
connectors and reinforcements. The applied load was
incrementally and monotonically included immediately after
Fig.No.05 Constitutive relation for the concrete the action of the dead weight of the composite beam.

70
 International Journal of Innovative Technology and Exploring Engineering (IJITEE)
ISSN: 2278-3075, Volume-3, Issue-3, August 2013

Although concentrated in the middle of the span, the load III. RESULTS AND DISCUSSIONS
was considered Graph 01 shows comparative results of vertical
displacements at mid-span with the increment of the applied
load. These results refer to the first stage of the simulation
and compare well with values experimentally obtained and
numerically presented in and in this work. It is Note-worthy
that the computational model developed in took into
consideration shored composite beams, while this work and
the experimental tests shown in deal with Non-shored
composite beams Figure 11 shows that, under the elastic
range, results for the composite beams are similar for both
the experimental and numerical models.

Force v/s Displacement

900

Total Applied Load (kN)

800
700
Fig No.10 Finite Elements mesh 600
500
400
300
200
100
0
0 1 2 3 4 5 6 7 8 9101112131415
Vertical Displacement at mid span(CM)

Balkrishnan Author

Graph No. 01(a): Graphical Force v/s Vertical Displacement

LOAD V/S SLIP

Fig No. 11 Finite Elements mesh

800
as spread throughout a small area, applied at the Nodes of
Total applied force(kN)

the upper surface of the concrete slab, centered on the axis 600
of the beam, according to the experimental model presented 400
in. Both the structure dead load and the applied load were 200
included incrementally in the model to take into account the 0
nonlinear behavior of the materials that form the composite 0 0.005 0.01 0.015 0.02 0.025
beam. Figure 9 shows the composite beam with an applied
Longitudinal slip relative at the end
load concentrated on the mid-span. Balkrishnan
of the beam(cm)Author

Graph No. 01(b): Force v/s Slide of A3 Beam

Parameter Φ(mm) Fmax Umax(cm) dmax

(kN) (cm)
H=76mm 506.9 9.24 0.0188
H=88mm 19 481.3 6.48 0.0143
H=102mm 481.4 6.54 0.0149

Table No.02: Summary of the results considering variations of H

Parameter Φ(mm) Fmax Umax(cm) dmax

(kN) (cm)
Φ=16mm 102 437.68 3.84 0.0133
Φ=19mm 102 481.46 6.54 0.0149
Φ=22mm 102 506.28 9.29 0.0151

Fig.No.09 Boundary condition and support linkages Table No.03: Summary of results considering the influence of
changes in Φ

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 A Study of Effect of Shear Connector in Composite Beam in Combined Bending and Shear by Ansys

Regarding the vertical displacement at the center of the span

of the beams in the limit load, the value of the numerical FORCE V/S SLIP
model is 27% lower than the experimental one exposed in.
This suggests a more rigid behavior of the model developed 700
in this work. The analyzed slip, on the other hand, did Not
show the same behavior. At the limit load, the experimental 600

Total applied force(kN)

and numerical model presented similar sliding, while the 500
experimental model resulted in a sliding 20% lower. Thus, it
can be. 400
3.1 Influence of connectors 300
Table 2 displays the result of the influence of the connector
height (H) in the limit load (Fmax), in the vertical 200
displacement at mid-span (umax) and in the average relative 100
longitudinal slip (dmax) (between the slab and the steel
section), at the end of the beam for the second stage of 0
simulations. Maximum loading occurs for the connector 0 0.005 0.01 0.015 0.02
with H=76mm. This solution was also the one which
showed greater vertical displacement and longitudinal Longitudinal slip relative at the end of the
sliding; this suggests a more ductile behavior than others. beam(cm)
Thus, it appears that increasing the height of the connector
Graph No. 02(b) Force v/s Slide to connectors with 19 mm
does Not necessarily increases the load limit, the vertical
Φ (Author)
displacement or the longitudinal sliding. It is presented in
Table 3 the result of the influence of the diameter of the
connector (Ø) in the limit load (Fmax), in the vertical Force V/s Slip
displacement at mid-span (umax) and in the average relative
longitudinal slip (dmax) (between the slab and the profile 800
steel), at the end of the beam. Table 3 shows that increasing
the diameter of the connector in-creases the limit load, the 600
vertical displacement and the longitudinal slip, whose
highest value corresponds to the connector Ø=22 mm. Table 400
Total applied force(kN)

4 shows the comparative result for the second and the third
steps of the simulations for the influence of the numbers of
connectors (NC), with different heights (H), in the limit load
200
(Fmax), in the vertical displacement at mid-span (u max) and in
the average relative longitudinal slip (dmax) (between the 0
slab and the steel profile), at the end of the beam. It may be 0 0.005 0.01 0.015 0.02
noted from Table 4 that reducing the number of connectors
(↓NC) results in an amplification (↑) of the longitudinal slip Longitudinal slip relative at the end of
but, Not necessarily, in the decrease (↓) of the maximum the beam(cm)
force and the increase of the vertical displacement. Table 5 Graph No. 05(a) Graphics Force v/s Displacement to
shows the comparative results of the second and third steps connectors with variation in depth
of the simulation for the influence of the number of
connectors (NC), with different diameters (Ø), in the load
limit (Fmax), in the vertical displacement at mid-span (u max) Force v/s Displacement
and in the average relative longitudinal slip (dmax) (between
900
the slab and the steel section), at the end of the beam.
Total Applied Load (kN)

800
700
600
500
400
300
200
100
0
0 2 4 6 8 10 12 14
Vertical Displacement at mid
span(CM)

Φ=16mm Φ=19mm
Φ=22mm

Graph No. 04(a) Graphics Force v/s Displacement to

connectors with 102mm high (Author)
Graph No. 02(a) Graphics Force v/s displacement to
connectors with 19mm Φ (AUTHOR)

72
 International Journal of Innovative Technology and Exploring Engineering (IJITEE)
ISSN: 2278-3075, Volume-3, Issue-3, August 2013

To better visualize the data in Graph No. 02,03,04 display

FORCE V/S SLIP comparative graphics of steps two and three of the evolution
of vertical displacements at mid-span (a) and average
800
relative longitudinal sliding (between the slab and the steel
600 section), at the end of the composite beam (b) with the total
force applied to the mixed system. Figure 11 shows the
400 comparative graphics of force versus dis-placement (a) and
Total applied force(kN)

force versus slip (b) for beams with connectors 19 mm in

200
diameter, and Graph No. 05(a) and Graph No. 05(b) shows
0 the comparative graphics of force versus displacement (a)
0 0.005 0.01 0.015 0.02 0.025 and force versus slip (b) of composite beams with
connectors 102 mm in height. Graphs shows that the
Longitudinal slip relative at the end of behavior of composite beams in the elastic range were
the beam(cm) similar for all connectors, regardless their number, diameter
and height. However, in the nonlinear range, the reduction
Φ=16mm Φ=19mm Φ=22mm in the number of connectors implies an increasing of the
longitudinal slip and it has. The cracking modes in the slab
Graph No. 04(b) Force v/s Slide to connectors with 102mm are due to a strength and stiffness reduction of the concrete
high (Author) in the triaxial compression zone as a consequence of
concrete cracking caused by the connector, when it applies a
concentrated force in the slab. pan of this figure. The
Force v/s Displacement cracking of the concrete slab for the loading step is shown in
Figure 12. In the cracking of the concrete slab of the
900 composite beam with connectors 19 mm in diameter and
Total Applied Load (kN)

800 102 mm in height, it was found that the first cracks are in
700 the slab-beam interface and appear to an, inclined 45
600 degrees in the elements of the.
500 Tables 6 and 7 present the results obtained in the third stage
400 of the simulation and in the calculation of composite beams,
300 according to standard recommendations, whose procedure is
200 in for the limit load (Fmax) and the vertical displacement
100 mid-span (umax). It is Noteworthy that the number of shear
0 connectors and the other parameters (force, displacement)
were defined in terms of the lower resistance between the
0 2 4 6 8 10 12 14
concrete slab and the steel section.
Vertical Displacement at mid span(CM) That is, according to standard recommendations, the values
Graph No. 05(a) Graphics Force v/s Displacement to obtained for the vertical displacements and forces are
connectors with 102mm high (NBR8800) independent of the diameter and height of the shear
connectors; because, in this case, since the composite
It is possible to infer from Table 5 that the decrease (↓) of section of the adopted beam was the same for all simulated
the number of connectors (NC) implies an increase (↑) of models and since the concrete resistance to rupture is lower
the vertical displacement and of the longitudinal sliding, but than the connector capacity to resist shearing, the force and
not necessarily, in a reduction (↓) of the maximal force. displacement are the same for both models. Table 6 refers to
results of composite beams with 19 mm diameter (Ø)
FORCE V/S SLIP connectors as a function of a variation in height (H), and
700 Table 7 shows results of composite beams with 102 mm
Total applied force(kN)

600 high (H) connectors versus the variation in diameter (Ø). It

500
400 can be seen from Tables 6 and 7 that the maximum force
300
200 calculated by the NBR 8800 is conservative, because it
100
0 presents lower values than those obtained in the numerical
simulation. The vertical displacements were much higher
0.01

0.02
0.005

0.015

0.025
0

than those found in numerical simulations, indicating a more

rigid behavior of simulated models and a more ductile
Longitudinal slip relative at the end of the performance of the calculated ones.
beam(cm)

Φ=16mm Φ=19mm
Φ=22mm

Graph No. 05 (b) Graphics Force v/s Displacement to

connectors with 102mm high (NBR8800)

73
 A Study of Effect of Shear Connector in Composite Beam in Combined Bending and Shear by Ansys

Decreases deflection in composite beam. Further it is

observed that shape of cross section of shear connector also
matters in behavior of composite beam. The shear
connectors having rectangular cross section are found more
effective than those with circular cross section for arresting
the deflection of composite beam

REFERENCES
1) ANSYS.Version14.0Documentation. ANSYS, Inc.
2) Chapman, J. C. and Yam, L. C. P. "The Inelastic Behaviour of
Simply Supported Composite Beams of Steel and Concrete",
Proceedings Institution of Civil Engineers, Vol. 41, December
1968, pp. 651-683.CHAPMAN, J. C. Composite construction in
steel and concrete – the behaviour of composite beams. The
Fig No.12: Cracking on slab due to concentrated force. Structural Engineer, v. 4, 1964, p. 115–125.
3) Chapman,J.C.;Balakrishnan,S.Experiments on composite beams.
The Structural Engineer, v. 42, 1964, p. 369–383
4) Eurocode 4. Common United rules for composite steel and concrete
Beams with H (mm) Fmax (kN) Umax(cm) structures. ENV 1994-1-1, 1992, 1992
Connectors Φ= 5) G.FabbrociNo, G Manfredi *, E. Cosenza Non-linear analysis of
composite beams under positive bending
19mm 6) Qing Quan Liang, Hamid R Ronagh , Mark A Bradford “Strength
Simulated 76 466,78 4,80 Analysis of composite beam in combined bending and shear”
Value
Calculated 76 394,29 14,38
Value
Simulated 88 488,12 6,07
Value
Calculated 88 394,29 14,38
Value
Simulated 102 502,30 7,22
Value
Calculated 102 394,29 14,38
Value
Table No.07: Comparative results of the beams with
connectors Φ=19mm NBR 8800

Beams with Φ (mm) Fmax (kN) Umax(cm)

Connectors
H=102 mm
Simulated 16 471,54 6,16
Value
Calculated 16 394,29 14,38
Value
Simulated 19 502,30 7,22
Value
Calculated 19 394,29 14,38
Value
Simulated 22 487,42 7,50
Value
Calculated 22 394,29 14,38
Value
Table No.08: Comparative results of the beams with
connectors H=102mm-NBR 8800(1)

IV. CONCLUSIONS
The behavior of composite beams has been studied
experimentally by Chapman and Balkrishnan. Later Qing
Quan Liang has attempted computational modeling this
problem in ABAQUS. However, the effect of variation in
shear connectors was yet to be studied. Therefore in this
work the authors have considered variation in height,
diameter and shape of shear connectors. By computations, it
has been observed that height of the shear connectors does
not influence much the deflection of the composite beam.
However, increase in diameter of the shear connectors

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