International Journal of Applied Environmental Sciences ISSN 0973-6077 Volume 13, Number 1 (2018), pp. 1-8 © Research India Publications http://www.ripublication.com State of Art on Composite Slab Construction Ms.R.Sangeetha 1 , Mr.P.S.Naufal Rizwan 2 , Ms.S.Jansi Sheela 2 , Mr.M.Franchis David 2 , Mr.S.Daniel Raj 2 1 Department of Civil Engineering, Kamaraj College of Engineering and technology, Virudhunagar, Tamil Nadu, India. 2 Department of Civil Engineering, National Engineering College, Kovilpatti, Tamil Nadu, India. Abstract In the developed countries composite slab construction is one of the widely used techniques for modern buildings. There are two ways of constructing the composite slab such as, prefabricated concrete slab rigidly connected to the supporting beam by using mechanical connectors and the other one is using profile steel deck as a shuttering as well as tension steel for the composite slab system. But in the later case there is an occurrence of slip between the steel and concrete. In spite of that composite slab construction became popular nowadays; it has been established as a pragmatic solution for tall buildings where conventional shuttering props were impractical. This method seems to be an excellent substitute for the conventional concrete slabs since there is an effectively utilization of both steel and concrete, fast construction, enhanced head room area due to reduction in depth. Several researches have been carried out to reduce the slip and vertical separation between steel and concrete. This paper deals with the development in composite slab construction and gives an economical approach to meet the latest need. Keywords: Composite slab, Steel deck, Slip and Vertical separation 1. Introduction: 1.1 Composite slabs: Composite construction exists when two different materials are bound together so strongly that they act together as a single unit from a structural point of view. When this occurs, it is called composite action. It is the dominant form of construction for the multi storey building sector. This has been the case for over twenty years. Its success is due to the strength and stiffness that can be achieved, with minimum use of materials. The reason why composite construction is often so good can be expressed in one simple way - concrete is good in compression and steel is good in tension.
State of Art on Composite Slab Construction
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ISSN 0973-6077 Volume 13, Number 1 (2018), pp. 1-8
© Research India Publications
Ms.R.Sangeetha1, Mr.P.S.Naufal Rizwan2, Ms.S.Jansi Sheela2,
Mr.M.Franchis David2, Mr.S.Daniel Raj2
1Department of Civil Engineering, Kamaraj College of Engineering and technology,
Virudhunagar, Tamil Nadu, India.
Kovilpatti, Tamil Nadu, India.
Abstract
In the developed countries composite slab construction is one of the widely
used techniques for modern buildings. There are two ways of constructing the
composite slab such as, prefabricated concrete slab rigidly connected to the
supporting beam by using mechanical connectors and the other one is using
profile steel deck as a shuttering as well as tension steel for the composite slab
system. But in the later case there is an occurrence of slip between the steel
and concrete. In spite of that composite slab construction became popular
nowadays; it has been established as a pragmatic solution for tall buildings
where conventional shuttering props were impractical. This method seems to
be an excellent substitute for the conventional concrete slabs since there is an
effectively utilization of both steel and concrete, fast construction, enhanced
head room area due to reduction in depth. Several researches have been
carried out to reduce the slip and vertical separation between steel and
concrete. This paper deals with the development in composite slab
construction and gives an economical approach to meet the latest need.
Keywords: Composite slab, Steel deck, Slip and Vertical separation
1. Introduction:
1.1 Composite slabs:
Composite construction exists when two different materials are bound together so
strongly that they act together as a single unit from a structural point of view. When
this occurs, it is called composite action. It is the dominant form of construction for
the multi storey building sector. This has been the case for over twenty years. Its
success is due to the strength and stiffness that can be achieved, with minimum use of
materials. The reason why composite construction is often so good can be expressed
in one simple way - concrete is good in compression and steel is good in tension.
2 Ms. R.Sangeetha, et al
By joining the two materials together structurally these strengths can be exploited to
result in a highly efficient design. The reduced self weight of composite elements has
a knock-on effect by reducing the forces in those elements supporting them, including
the foundations. Composite systems also offer speed of construction benefits, which
were a key reason for the boom in use of steel for commercial buildings in the UK in
the 1980s. The floor depth reductions that can be achieved using composite
construction can also provide significant benefits in terms of the costs of services and
the building envelope
Composite slabs comprise of reinforced concrete cast on top of profiled steel decking,
which acts as formwork during construction and external The decking may be either
re-entrant or trapezoidal. Trapezoidal decking may be over 200 mm deep, in which
case it is known as deep decking. Additional reinforcing bars may be placed in the
decking troughs, particularly for deep decking, or to meet fire design
requirements (such bars are more effective than the decking in the fire condition
because they are insulated within the concrete).
2. State of art during 1985-2014:
Composite slab construction is carried out throughout the world. Experimental,
analytical, numerical works were carried out as an aid for developing new design
criteria. This paper attempts to summarize the various research works undertaken in
the field of composite deck system.
H. D. Wright et al[1] (1987) carried out m-k bending tests and push out on two types
of sheeting, trapezoidal and re-entrant shapes in both transverse and longitudinal
direction. The concrete strength varied from 25 N/mm 2 to 55 N/mm 2 was used. It is
concluded that increase in height of embossment increases the load carrying capacity
and even the weakest concrete showed the same load carrying capacity.
W.SamuelEasterling et al [2] (1992) developed a new method for the determination
of strength and stiffness of the composite slabs. Six composite slabs were cast. One of
the specimens is three spans continuous. Both the analytical and experimental results
were compared that indicates that proper anchorage should be provided at the ends of
the deck sheets if ductility is to be obtained. The tests method described in the ASCE
specifications does not accurately predict since it does take the influence of adjacent
slabs.
Pentti and Sun[3] (1999) studied about the shear-connection behavior of composite
slabs with particular profiled steel sheeting. Twenty-seven push-out test specimens of
different shapes, sizes, locations of embossments and different steel sheeting
thicknesses are carried out in two test series. It is concluded that increase in
embossment depth, length, thickness have a significant increase in shear stress.
Among these three parameters embossment depth plays a vital role.
Matthew J. Burnet and Deric J. Oehlers[4] (2001) developed a new form of push-
test that simulates the bond characteristics more accurately and which is used in 33
tests to determine the main parameters that affect both the chemical bond and
State of Art on Composite Slab Construction 3
mechanical bond strengths of dovetailed and trapezoidal rib shear connectors. All the
specimens are governed by ratio of breadth of rib to breadth of flange. Embossments
were found to have a relatively minor effect on specimens with small values of
breadth of rib to breadth of flange ratios such as occurs in dovetailed sections but to
have substantial effects on specimens with large values of breadth of rib to breadth of
flange ratio as occurs in trapezoidal specimens.
S.Chen[5] (2003) carried out experiments on seven simply supported one-span
composite slabs and two continuous composite slabs to identify the shear-bond action
in composite slabs. Different end restraints have been used in the simply supported
slabs. The slabs with end anchorage of steel shear connectors were found to bear
higher shear-bond strength than that of slabs without end anchorage.
Miquel Ferrer et al[6] (2006) concluded from the finite elemental analysis that
1.Minimum retention angle should be provided. 2. Alternate directions of
embossments (inwards and outwards) tilting not effective 3.Too steep embossments
are dangerous 4.Embossment length should be large and better if located near the
edges 5.Embossment spacing should be minimum
In the same year G. Marciukaitis et al[7] (2006) describes that when a load is applied
to composite slabs the connection between steel profiled sheeting and the concrete is
not absolutely stiff and there are cracks in the tension zone of the concrete layer.
Therefore, in calculating deflections for such slabs, it is necessary to take into account
the partial stiffness of the connection between layers, the effect of normal cracks in
the concrete layer and plastic deformations of compressed concrete for the stiffness of
this layer. This can be evaluated by applying the method proposed based on the theory
of built-up bars using formula
V. Marimuthu et al[8] (2007) have conducted experimental investigations on the 18
composite deck slabs by varying the shear spans and found that The behavior of the
embossed profiled composite steel deck slab depends mainly on the shear span; For
the shorter shear spans, strength of the slab is governed by shear bond failure; and for
large shear spans by flexural failure
Youn-JuJeong [9] (2008) developed a model based on the partial interaction from the
results of push out tests. It suits well with the results obtained from m-k method which
requires full scale slab specimens. The state of start shows that it serves as a better
way for partial interaction studies.
Melchor Lopez Ávila et al [10] (2009) carried out Pull out tests and a numerical
model using abacus is developed. Considering the similarity between the numerical
and experimental results, it shows that the hypotheses adopted in the numerical model
are correct, which gives the possibility that the physical phenomenon of the problem
can be reproduced particularly the longitudinal sliding.
Redzuan Abdullah and Samuel Easterling [11] (2009) found a new procedure
referred to as the Force Equilibrium method for calculating the shear bond in
composite slabs from bending test data. The procedure was used to produce the shear
bond end slip relation which is useful for numerical analysis. The accuracy of the
method was validated by comparing the results with the established partial shear
4 Ms. R.Sangeetha, et al
connection method.
NoémiSeres–LászlóDunai[12] (2011) introduced a new test specimen to analyze the
local behavior of embossments contrary to traditional experimental methods, which
take smeared mechanical bond into consideration. An experimental investigation of
an individual embossed mechanical bond is detailed. The change of the plate
thickness has direct effect on the initial stiffness and the load carrying capacity. The
results are used for the validation of the developed finite element model for the
embossment’s behavior.
Baskar R. [13] (2012) studied the strength and behavior of composite slabs both
experimentally and analytically. Ten composite slabs were cast based on with
embossments, with embossments and end anchorages, without embossments.
Both the experimental and analytical results were comparable. The load ratio
between experimental and finite elemental values for without embossments, with
embossments, with embossments and end anchorages groups were 1.02, 1.09,
1.16.The load carrying capacity of with embossments and end anchorages groups
were found to be greater among the two. Embossments play a vital role inincreasing
the longitudinal shear capacity of slabs
J. Holomeka and M. Bajera[14] (2012) carried out four point bending tests, vacuum
loading and small scale shear tests. Itis concluded that small-scale tests represent an
interesting alternative to expensive and time consuming four-point bending tests,
which are required in current standardized design methods. Its disadvantage is that
they cannot include all the properties influencing the longitudinal shear resistance of
composite slabs. Small-scale test set up can significantly influence the results;
however the set up is not described in any standard.
NamdeoAdkujiHedaoo et al[15] (2012) casted a total of 18 full-scale composite slab
specimen and tested to determine (1) the structural behavior and (2) the load carrying
capacity.
For partial shear connection method, analysis is based on actual measured strengths,
and hence, it indicates a very less difference between actual failure load and design
load. The m-k method results are weaker than the experimental method by 43%. This
difference occurred since the design load values for m-k method are based on
regression values reduced by 10% and the use of γvs of 1.25.From the design
perspective of the composite slabs, partial shear connection method will give
optimum design as compared to m-k method.
K. N. Lakshmikandhan[16] (2013) Three types of mechanical connector schemes are
investigated experimentally.Three mechanical shear connector schemes develop full
shear interaction and do not show any visible delamination and slip. The inclusion of
shear connector enhances the flexural capacity, stiffness, ductility, and energy
absorption of composite deck system. The flexural capacity of composite deck slab
with wire mesh is found competitive for shrinkage and temperature effects.
HéctorCifuentes andFernando Medina[17] (2013) considered two different types of
profiled steel sheeting with up to three different thicknesses. This involved testing 30
State of Art on Composite Slab Construction 5
composite slabs with different experimental requirements. The thickness of the steel
sheet was an important parameter regarding longitudinal shear strength of composite
slabs. The experimental results obtained improved significantly with the increase of
steel sheet thickness, especially in long-span specimens.
R.P. Johnson and A.J. Shepherd[18] (2013), For composite slabs with trapezoidal
profiled sheeting, a design method for allowing for the additional resistance to
longitudinal shear given by reinforcing bars parallel to the troughs of the sheeting
(provided at present to increase resistance to fire) was proposed in 1995.The tests and
analyses reported here confirm the use of the simpler linear version of this method
with the usual partial factors for the materials and for shear resistance.
A. Gholamhoseini, [19] (2014)studied the longitudinal shear capacity of four types
(two trapezoidal and two reentrant ) of profiled decking that are widely used in
Australia experimentally by using full scale load tests.
The ultimate shear stress for each type of slab tested at shear span of (L/6) was
greater than that obtained when the shear span was (L/4).A finite element model
utilizing interface elements to model the bond properties between steel decking and
concrete slab is described and used to investigate the behavior of the slabs throughout
the full range of loading.
U. Shah[20] (2014) modeled in ANSYS-15 by varying thickness, with and without
embossments. The thickness of profile sheet has a considerable effect on the
deflection and stress of the composite slab. Comparing the without embossments
and with embossments, it is observed that the with embossment composite slab
has less deformation by almost 34% to 41 % and less stress by almost 26% as the
thickness is increased from 0.9 mm to 1.2 mm. Thickness of the decking sheet
plays a significant role.
The present scenario in India, particularly in metropolitan cities has restricted the
horizontal growth, which led to the vertical growth for building construction. Today,
fast track construction is a rapidly growing economy. One of the biggest revolutions
came with introduction of cold-formed steel decking as a construction material for
high-rise buildings. Steel framed structures with the composite floor would bring
considerable economies to the overall cost of the project during its lifetime. The
increased popularity of steel framed construction over the last two decades is due to
the advantages arising from the use of composite floor.
In present Indian construction sector, there are steel deck manufacturers. Obviously
due to less competition, material rates are much higher. But from present status and
already announced investment, future of Indian steel production industry is very
bright for cold-formed steel deck sections. So in near future definitely, steel prices
will be reduced and steel framed composite floor construction will become
competitive in Indian construction sector.
6 Ms. R.Sangeetha, et al
3.1 Need for research:
EC4-Design of composite steel and concrete structures. Part 1.1.General rules
and rules for buildings.
BS5950: Part 4-Structural using of steel work in building. Code of practice for
design of composite slabs with profiled steel sheeting.
ANSI/SDI-C-2011. Standard for composite steel floor deck slabs
In India:
IS 11384-1998: Code of practice for composite construction in structural steel
and concrete
There is only one Indian code is available. This Indian code is only for the Steel-
Concrete Composite Beam. The Indian standard provision does not consider the
merits of profile decking sheet in composite beam design.Though there is an
emerging development in composite construction sector for Column and floor design
no code available is in India. So there is a need of design recommendations for
composite slabs as per Indian scenario
4. CONCLUSION:
Details of the investigations on experimental, analytical and numerical works during
the period of 1985-2014 is summarized in this paper. The analytical method holds
good and confines the number of specimens to be used for experimental tests.A wide
range of research works were carried out in developed countries but in India it is yet
to develop. Intensive research is required on bending moment, ponding effect, effect
of embossment pattern etc.
REFERENCES:
[1] H. D. Wright, H. R. Evans and P. W. Harding “The Use of Profiled Steel
Sheeting in Floor Construction”, Journal of Constructional Steel Research, 7
(1987) 279-295.
composite slabs”,Journal of Structural Engineering, 1992.118:2370-2389.
[3] PenttiMa¨kela¨inen, Ye Sun “The longitudinal shear behaviour of a new steel
sheeting profile for composite floor slabs”Journal of Constructional Steel
Research, 49 (1999) 117–128.
[4] Matthew J. Burnet, Deric J. Oehlers, “Rib shear connectors in composite
profiled slabs”,Journal of Constructional Steel Research 57 (2001) 1267–
1287.
[5] S. Chen, “Load carrying capacity of composite slabs with various end
constraints”Journal of Constructional Steel Research, 59 (2003) 385–403
[6] Miquel Ferrer, Frederic Marimon, Michel Crisinel “Designing cold-formed
State of Art on Composite Slab Construction 7
steel sheets for composite slabs: An experimentally validated FEM approach
to slip failure mechanics”,Thin-Walled Structures,44 (2006) 1261–1271.
[7] G. Marciukaitis, B .Jonaitis, J. Valivonis, “Analysis of deflections of
composite slabs with profiled sheeting up to the ultimate moment” Journal of
Constructional Steel Research,62 (2006) 820–830.
[8] V.Marimuthu S. Seetharaman, S. Arul Jayachandran, A. Chellappan, T.K.
Bandyopadhyay, D. Dutta “Experimental studies on composite deck slabs to
determine the shear-bond characteristic (m –k) values of the embossed
profiled sheet”, Journal of Constructional Steel Research, 63 (2007) 791–803.
[9] Youn-JuJeong, “Simplified model to predict partial interactive structural
performance of steel concrete composite slabs”, Journal of Constructional
Steel Research, 64 (2008) 238–246.
[10] MelchorLópez, Ávila,Rafael, LarrúaQuevedo, Carlos A. RecareyMorfa,
“Evaluating longitudinal shear resistance in composite slabs with steel
decks”,RevistaIngeniería de Construcción,Vol. 24 No 1, Abril de 2009.
[11] Redzuan Abdullah, W. Samuel Easterling, “New evaluation and modeling
procedure for horizontal shear bond in composite slabs”,“Journal of
Constructional Steel Research”,65 (2009) 891–899.
[12] NoémiSeres - LászlóDunai, “Experimental investigation of an individual
embossment for composite floor design”, Concrete structures (2011).
[13] Baskar. R, “Experimental and Numerical Studies on Composite Deck Slabs”,
International Journal of Engineering and Technology, July, 2012
[14] J. Holomeka*, M. Bajera, “Experimental and Numerical Investigation of
Composite Action of Steel Concrete Slab”, ProcediaEngineering, 2012
[15] NamdeoAdkuji Hedaoo1*, LaxmikantMadanmanohar Gupta2 and
GirishNarayanrao Ronghe2, “Design of composite slabs with profiled steel
decking: a comparison between experimental and analytical studies”
International journal of advanced scientific engineering, 2012
[16] K.N.LakshmikandhanP.Sivakumar, R.Ravichandran, and
Composite Deck Slabs”, Journal of Structures,Volume 2013, Article ID
628759.
behavior of composite slabs according to Eurocode 4”Journal of
Constructional Steel Research,82 (2013) 99–110.
[18] R.P. Johnson, A.J. Shepherd, “Resistance to longitudinal shear of composite
slabs with longitudinal reinforcement”, Journal of Constructional Steel
Research, 82 (2013) 190–194
[19] A. Gholamhoseini, R.I. Gilbert, M.A. Bradford, Z.T. Chang, “Longitudinal
shear stress and bond–slip relationships in composite concrete
8 Ms. R.Sangeetha, et al
slabs”,Engineering Structures, 69 (2014) 37–48
[20] Japan U. Shah, Prof. Merool D. Vakil“Parametric study of Composite Slab
Using Finite Element Analysis”, International Journal of Futuristic Trends in
Engineering and Technology ISSN: 2348-5264 (Print), ISSN: 2348-4071
(Online) Vol. 1 (03), 2014.
© Research India Publications
Ms.R.Sangeetha1, Mr.P.S.Naufal Rizwan2, Ms.S.Jansi Sheela2,
Mr.M.Franchis David2, Mr.S.Daniel Raj2
1Department of Civil Engineering, Kamaraj College of Engineering and technology,
Virudhunagar, Tamil Nadu, India.
Kovilpatti, Tamil Nadu, India.
Abstract
In the developed countries composite slab construction is one of the widely
used techniques for modern buildings. There are two ways of constructing the
composite slab such as, prefabricated concrete slab rigidly connected to the
supporting beam by using mechanical connectors and the other one is using
profile steel deck as a shuttering as well as tension steel for the composite slab
system. But in the later case there is an occurrence of slip between the steel
and concrete. In spite of that composite slab construction became popular
nowadays; it has been established as a pragmatic solution for tall buildings
where conventional shuttering props were impractical. This method seems to
be an excellent substitute for the conventional concrete slabs since there is an
effectively utilization of both steel and concrete, fast construction, enhanced
head room area due to reduction in depth. Several researches have been
carried out to reduce the slip and vertical separation between steel and
concrete. This paper deals with the development in composite slab
construction and gives an economical approach to meet the latest need.
Keywords: Composite slab, Steel deck, Slip and Vertical separation
1. Introduction:
1.1 Composite slabs:
Composite construction exists when two different materials are bound together so
strongly that they act together as a single unit from a structural point of view. When
this occurs, it is called composite action. It is the dominant form of construction for
the multi storey building sector. This has been the case for over twenty years. Its
success is due to the strength and stiffness that can be achieved, with minimum use of
materials. The reason why composite construction is often so good can be expressed
in one simple way - concrete is good in compression and steel is good in tension.
2 Ms. R.Sangeetha, et al
By joining the two materials together structurally these strengths can be exploited to
result in a highly efficient design. The reduced self weight of composite elements has
a knock-on effect by reducing the forces in those elements supporting them, including
the foundations. Composite systems also offer speed of construction benefits, which
were a key reason for the boom in use of steel for commercial buildings in the UK in
the 1980s. The floor depth reductions that can be achieved using composite
construction can also provide significant benefits in terms of the costs of services and
the building envelope
Composite slabs comprise of reinforced concrete cast on top of profiled steel decking,
which acts as formwork during construction and external The decking may be either
re-entrant or trapezoidal. Trapezoidal decking may be over 200 mm deep, in which
case it is known as deep decking. Additional reinforcing bars may be placed in the
decking troughs, particularly for deep decking, or to meet fire design
requirements (such bars are more effective than the decking in the fire condition
because they are insulated within the concrete).
2. State of art during 1985-2014:
Composite slab construction is carried out throughout the world. Experimental,
analytical, numerical works were carried out as an aid for developing new design
criteria. This paper attempts to summarize the various research works undertaken in
the field of composite deck system.
H. D. Wright et al[1] (1987) carried out m-k bending tests and push out on two types
of sheeting, trapezoidal and re-entrant shapes in both transverse and longitudinal
direction. The concrete strength varied from 25 N/mm 2 to 55 N/mm 2 was used. It is
concluded that increase in height of embossment increases the load carrying capacity
and even the weakest concrete showed the same load carrying capacity.
W.SamuelEasterling et al [2] (1992) developed a new method for the determination
of strength and stiffness of the composite slabs. Six composite slabs were cast. One of
the specimens is three spans continuous. Both the analytical and experimental results
were compared that indicates that proper anchorage should be provided at the ends of
the deck sheets if ductility is to be obtained. The tests method described in the ASCE
specifications does not accurately predict since it does take the influence of adjacent
slabs.
Pentti and Sun[3] (1999) studied about the shear-connection behavior of composite
slabs with particular profiled steel sheeting. Twenty-seven push-out test specimens of
different shapes, sizes, locations of embossments and different steel sheeting
thicknesses are carried out in two test series. It is concluded that increase in
embossment depth, length, thickness have a significant increase in shear stress.
Among these three parameters embossment depth plays a vital role.
Matthew J. Burnet and Deric J. Oehlers[4] (2001) developed a new form of push-
test that simulates the bond characteristics more accurately and which is used in 33
tests to determine the main parameters that affect both the chemical bond and
State of Art on Composite Slab Construction 3
mechanical bond strengths of dovetailed and trapezoidal rib shear connectors. All the
specimens are governed by ratio of breadth of rib to breadth of flange. Embossments
were found to have a relatively minor effect on specimens with small values of
breadth of rib to breadth of flange ratios such as occurs in dovetailed sections but to
have substantial effects on specimens with large values of breadth of rib to breadth of
flange ratio as occurs in trapezoidal specimens.
S.Chen[5] (2003) carried out experiments on seven simply supported one-span
composite slabs and two continuous composite slabs to identify the shear-bond action
in composite slabs. Different end restraints have been used in the simply supported
slabs. The slabs with end anchorage of steel shear connectors were found to bear
higher shear-bond strength than that of slabs without end anchorage.
Miquel Ferrer et al[6] (2006) concluded from the finite elemental analysis that
1.Minimum retention angle should be provided. 2. Alternate directions of
embossments (inwards and outwards) tilting not effective 3.Too steep embossments
are dangerous 4.Embossment length should be large and better if located near the
edges 5.Embossment spacing should be minimum
In the same year G. Marciukaitis et al[7] (2006) describes that when a load is applied
to composite slabs the connection between steel profiled sheeting and the concrete is
not absolutely stiff and there are cracks in the tension zone of the concrete layer.
Therefore, in calculating deflections for such slabs, it is necessary to take into account
the partial stiffness of the connection between layers, the effect of normal cracks in
the concrete layer and plastic deformations of compressed concrete for the stiffness of
this layer. This can be evaluated by applying the method proposed based on the theory
of built-up bars using formula
V. Marimuthu et al[8] (2007) have conducted experimental investigations on the 18
composite deck slabs by varying the shear spans and found that The behavior of the
embossed profiled composite steel deck slab depends mainly on the shear span; For
the shorter shear spans, strength of the slab is governed by shear bond failure; and for
large shear spans by flexural failure
Youn-JuJeong [9] (2008) developed a model based on the partial interaction from the
results of push out tests. It suits well with the results obtained from m-k method which
requires full scale slab specimens. The state of start shows that it serves as a better
way for partial interaction studies.
Melchor Lopez Ávila et al [10] (2009) carried out Pull out tests and a numerical
model using abacus is developed. Considering the similarity between the numerical
and experimental results, it shows that the hypotheses adopted in the numerical model
are correct, which gives the possibility that the physical phenomenon of the problem
can be reproduced particularly the longitudinal sliding.
Redzuan Abdullah and Samuel Easterling [11] (2009) found a new procedure
referred to as the Force Equilibrium method for calculating the shear bond in
composite slabs from bending test data. The procedure was used to produce the shear
bond end slip relation which is useful for numerical analysis. The accuracy of the
method was validated by comparing the results with the established partial shear
4 Ms. R.Sangeetha, et al
connection method.
NoémiSeres–LászlóDunai[12] (2011) introduced a new test specimen to analyze the
local behavior of embossments contrary to traditional experimental methods, which
take smeared mechanical bond into consideration. An experimental investigation of
an individual embossed mechanical bond is detailed. The change of the plate
thickness has direct effect on the initial stiffness and the load carrying capacity. The
results are used for the validation of the developed finite element model for the
embossment’s behavior.
Baskar R. [13] (2012) studied the strength and behavior of composite slabs both
experimentally and analytically. Ten composite slabs were cast based on with
embossments, with embossments and end anchorages, without embossments.
Both the experimental and analytical results were comparable. The load ratio
between experimental and finite elemental values for without embossments, with
embossments, with embossments and end anchorages groups were 1.02, 1.09,
1.16.The load carrying capacity of with embossments and end anchorages groups
were found to be greater among the two. Embossments play a vital role inincreasing
the longitudinal shear capacity of slabs
J. Holomeka and M. Bajera[14] (2012) carried out four point bending tests, vacuum
loading and small scale shear tests. Itis concluded that small-scale tests represent an
interesting alternative to expensive and time consuming four-point bending tests,
which are required in current standardized design methods. Its disadvantage is that
they cannot include all the properties influencing the longitudinal shear resistance of
composite slabs. Small-scale test set up can significantly influence the results;
however the set up is not described in any standard.
NamdeoAdkujiHedaoo et al[15] (2012) casted a total of 18 full-scale composite slab
specimen and tested to determine (1) the structural behavior and (2) the load carrying
capacity.
For partial shear connection method, analysis is based on actual measured strengths,
and hence, it indicates a very less difference between actual failure load and design
load. The m-k method results are weaker than the experimental method by 43%. This
difference occurred since the design load values for m-k method are based on
regression values reduced by 10% and the use of γvs of 1.25.From the design
perspective of the composite slabs, partial shear connection method will give
optimum design as compared to m-k method.
K. N. Lakshmikandhan[16] (2013) Three types of mechanical connector schemes are
investigated experimentally.Three mechanical shear connector schemes develop full
shear interaction and do not show any visible delamination and slip. The inclusion of
shear connector enhances the flexural capacity, stiffness, ductility, and energy
absorption of composite deck system. The flexural capacity of composite deck slab
with wire mesh is found competitive for shrinkage and temperature effects.
HéctorCifuentes andFernando Medina[17] (2013) considered two different types of
profiled steel sheeting with up to three different thicknesses. This involved testing 30
State of Art on Composite Slab Construction 5
composite slabs with different experimental requirements. The thickness of the steel
sheet was an important parameter regarding longitudinal shear strength of composite
slabs. The experimental results obtained improved significantly with the increase of
steel sheet thickness, especially in long-span specimens.
R.P. Johnson and A.J. Shepherd[18] (2013), For composite slabs with trapezoidal
profiled sheeting, a design method for allowing for the additional resistance to
longitudinal shear given by reinforcing bars parallel to the troughs of the sheeting
(provided at present to increase resistance to fire) was proposed in 1995.The tests and
analyses reported here confirm the use of the simpler linear version of this method
with the usual partial factors for the materials and for shear resistance.
A. Gholamhoseini, [19] (2014)studied the longitudinal shear capacity of four types
(two trapezoidal and two reentrant ) of profiled decking that are widely used in
Australia experimentally by using full scale load tests.
The ultimate shear stress for each type of slab tested at shear span of (L/6) was
greater than that obtained when the shear span was (L/4).A finite element model
utilizing interface elements to model the bond properties between steel decking and
concrete slab is described and used to investigate the behavior of the slabs throughout
the full range of loading.
U. Shah[20] (2014) modeled in ANSYS-15 by varying thickness, with and without
embossments. The thickness of profile sheet has a considerable effect on the
deflection and stress of the composite slab. Comparing the without embossments
and with embossments, it is observed that the with embossment composite slab
has less deformation by almost 34% to 41 % and less stress by almost 26% as the
thickness is increased from 0.9 mm to 1.2 mm. Thickness of the decking sheet
plays a significant role.
The present scenario in India, particularly in metropolitan cities has restricted the
horizontal growth, which led to the vertical growth for building construction. Today,
fast track construction is a rapidly growing economy. One of the biggest revolutions
came with introduction of cold-formed steel decking as a construction material for
high-rise buildings. Steel framed structures with the composite floor would bring
considerable economies to the overall cost of the project during its lifetime. The
increased popularity of steel framed construction over the last two decades is due to
the advantages arising from the use of composite floor.
In present Indian construction sector, there are steel deck manufacturers. Obviously
due to less competition, material rates are much higher. But from present status and
already announced investment, future of Indian steel production industry is very
bright for cold-formed steel deck sections. So in near future definitely, steel prices
will be reduced and steel framed composite floor construction will become
competitive in Indian construction sector.
6 Ms. R.Sangeetha, et al
3.1 Need for research:
EC4-Design of composite steel and concrete structures. Part 1.1.General rules
and rules for buildings.
BS5950: Part 4-Structural using of steel work in building. Code of practice for
design of composite slabs with profiled steel sheeting.
ANSI/SDI-C-2011. Standard for composite steel floor deck slabs
In India:
IS 11384-1998: Code of practice for composite construction in structural steel
and concrete
There is only one Indian code is available. This Indian code is only for the Steel-
Concrete Composite Beam. The Indian standard provision does not consider the
merits of profile decking sheet in composite beam design.Though there is an
emerging development in composite construction sector for Column and floor design
no code available is in India. So there is a need of design recommendations for
composite slabs as per Indian scenario
4. CONCLUSION:
Details of the investigations on experimental, analytical and numerical works during
the period of 1985-2014 is summarized in this paper. The analytical method holds
good and confines the number of specimens to be used for experimental tests.A wide
range of research works were carried out in developed countries but in India it is yet
to develop. Intensive research is required on bending moment, ponding effect, effect
of embossment pattern etc.
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