Finite Element Analysis of Composite Deck Slab Using Perfobond Rib as Shear Connection System under Vertical Loading
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This study presents a numerical analysis of composite slab decks utilizing perfobond ribs as shear connections under vertical loading, using finite element software to model their behavior. Five slabs of varying concrete thicknesses were examined, revealing that increased thickness correlates with reduced mid-span deflection, while the shear resistance exceeds the required standards. The results indicate that the perfobond rib is an effective shear connector for bridge decks, with deflection and shear capacities being adequately modeled in the study.
![Omid Monshi Toussi Int. Journal of Engineering Research and Applications www.ijera.com
ISSN: 2248-9622, Vol. 6, Issue 1, (Part - 4) January 2016, pp.72-74
www.ijera.com 72 | P a g e
Finite Element Analysis of Composite Deck Slab Using Perfobond
Rib as Shear Connection System under Vertical Loading
Omid Monshi Toussi*, Payam Sarir **
*( Department of Civil and Environmental Engineering, University of Kassel, Germany)
** (Department of Civil Engineering, Shanghai JiaoTong University, China)
ABSTRACT
Nowadays, the composite decks are very common to use in composite or steel construction. In this case of study
the composite slabs have been investigated numerically by Finite Element Method (FEM). Five composite slabs
were analyzed using finite element software LUSAS. The deflection of each model were obtained and compared
with experimental test. Results showed a good agreement with the experimental data and indicate that the
perfobond rib is appropriate shear connector for the bridges decks.
Keywords - Composite Slab Deck, Deflection, Finite Element (FE) Analysis, Interface, LUSAS
I. INTRODUCTION
In civil engineering, composite structures exists
when two materials are bound strongly that act as a
single unit from a structural point of view. This is
called composite action. One example is the steel
beams supporting concrete floor slabs. If the beam
and slab are not connected strongly together, then the
slab contributes nothing to the load carrying
capability of the beam [1].
One common application of composite structures
is the design of steel box beam whereby concrete is
placed on steel sheeting which carries the
construction loads and act compositely with concrete
slabs upon hardening of concrete. Profiled sheeting
acts as the tensile reinforcement; which could be
removed and light mesh reinforcement is generally
placed in the concrete for temperature, shrinkage,
cracks and fire [2]. The steel sheeting acts also as a
permanent formwork and when placed in a cellular
configuration, has an additional advantages to allow
the passage of electrical and communication services.
The commonly used of this method is in the building
industry [1, 2].
There are many experimental studies of
perfobond ribs in composite construction which some
of them study the behaviour of perfobond shear
connectors using push-out test. In recent years also
there are some studies focused on the analysis of
perfobond shear connection between steel and
lightweight concrete. This study by using finite
element software and utilizing the sample model of
Kim et al (2006), tried to estimate the deflection of
composite slab deck under vertical loading with
different thicknesses. Additionally, discussed the
interaction behaviour between steel sheeting and
concrete using the interface element in FE software.
II. COMPOSITE SLAB
Generally, composite slabs failure under the
bending is divided in three major modes. Mode 1 is
flexure failure which is generally happened in a long
and thin slab. Mode 2 is the vertical shear failure
which is close to support due to high concentrated
load where the slab must be very short and thick.
Mode 3 is the horizontal shear failure which is more
common to happen for majority of composite slab
systems under the vertical loads (Porter and Ekberg
1978). The behavior of composite action between
concrete and steel in the slabs are depended to some
factors which are shear connectors, steel thickness,
condition of supports and slab thickness. The shear
connectors are generally combined to steel sheeting
shape, indentation or embossments on steel profile
[4].
III. FINITE ELEMENT MODEL
According to the experimental study and push-
out test, the influence of the holes is negligible on the
ultimate shear capacity and end-slip and the
maximum difference was less than 7% (Kim et al
2006). For this reason, in the numerical study the
holes were not modeled and it is assumed the
maximum composite action between concrete and
steel sheeting. The FE model is showed in Fig. 1. The
steel sheeting and concrete were modeled in software
using 3D solid continuum element. For the
constitutive model, the concrete model 64 was
employed for the concrete in compression and
tension, and a Von Mises model was used for the
steel sheeting and perfobond.
RESEARCH ARTICLE OPEN ACCESS](https://image.slidesharecdn.com/i61047274-160123093644/85/Finite-Element-Analysis-of-Composite-Deck-Slab-Using-Perfobond-Rib-as-Shear-Connection-System-under-Vertical-Loading-1-320.jpg)
![Omid Monshi Toussi Int. Journal of Engineering Research and Applications www.ijera.com
ISSN: 2248-9622, Vol. 6, Issue 1, (Part - 4) January 2016, pp.72-74
www.ijera.com 73 | P a g e
Fig 1. Finite Element Model
In order to simulate the interaction between steel
profiled and concrete and due to crack propagation,
the three dimensional interface element is selected for
the numerical study. This element is adequate for
modelling bonded joints or contacts where
delamination and crack propagation is likely to occur.
The material specification which was used for
interface element is indicated in Table 1.
Table 1. Material Specification of Interface Element
Description Value
Fracture Energy 4,000 N/m
Initiation Stress 2,500 N/m2
Relative Displacement 0.75x10-8
For loading condition according to the experimental
study, two global distributed loads are applied on the
top of FE model surface through a 20mm thickness
timber plate with dimension of 250 mm Ă— 500 mm.
Load increment procedure is set in software to
simulate the real loading condition and to reduce the
elapsed time of the analysis. The unit load was
applied in the vertical direction near to shear span
(Ls= L/4) which is around 875 mm from support. The
starting load factor set as 1N and slab was loaded up
to the maximum load factor or until the maximum
number of increments achieved.
IV. ANALYSIS AND DISCUSSION
As indicated in Fig 2. in FE model the ultimate
load of proposed composite slab is about 1199 KN
which is compatible with the experimental result
1211 KN. The vertical displacement at mid- span of
proposed slab in experimental observation at ultimate
load is 27.3 mm while the numerical model
displacement is around 28.6 mm at mid-span. The
results are summarized in Table 2.
Fig 2. Comparison of FE model and Experimental
Test Result
Table 2. FE results and Experimental results for
Composite Slab
Description FE
Result
Experimental
Result
Ultimate Load
(KN)
1198 1211
Displacement at
mid span(mm)
28.6 27.3
Five composite slabs with various thicknesses of
concrete and the same material properties of sample
have been modeled to investigate the effect of
concrete thickness on displacement at mid-span of
deck. The thicknesses of the slabs were analysed is
165 mm, 180 mm, 200 mm, 250 mm and 270 mm.
According to the analysis, the five composite slabs
with various thicknesses of concrete were failed
under the vertical loading which was caused
increasing of the cracks at the interface between steel
sheeting and concrete. Results showed that, the
thickness of concrete is significant factor on the
vertical displacement at mid span. In additional the
horizontal shear resistance of the composite slab is
changed directly by changing the thickness of the of
the composite steel-concrete deck slab.
The horizontal shear resistance of composite
decks can be estimated by using a semi-empirical
method, so-called the m-k method [5, 6]. For this
case of study, the width of composite slab is 1000
mm as b and the Ls is equal to 875 mm (L/4 ), also
dp which is the depth form top of the deck to centroid
of the steel sheeting, k and m factor are obtained
from the test data as 0.1936 and 0.0008, respectively.
According to the equation, the value for the this
composite slab is around 0.83 N/mm2 which is
approximately 1.9 times greater than the required
horizontal shear strength of 0.44 N/mm2 .
V. DEFLECTION OF COMPOSITE SLAB
The maximum deflection is occurred in the
middle of composite slab deck. The deflection of
composite slabs with the thickness of 165 mm and
200 mm, which have been obtained from the FE
models, were indicated in the Fig 3 and 4.](https://image.slidesharecdn.com/i61047274-160123093644/85/Finite-Element-Analysis-of-Composite-Deck-Slab-Using-Perfobond-Rib-as-Shear-Connection-System-under-Vertical-Loading-2-320.jpg)
![Omid Monshi Toussi Int. Journal of Engineering Research and Applications www.ijera.com
ISSN: 2248-9622, Vol. 6, Issue 1, (Part - 4) January 2016, pp.72-74
www.ijera.com 74 | P a g e
Fig 4. Deflection of Composite Slab with 165mm
Thickness
Fig 5. Deflection of Composite Slab with 200mm
Thickness
VI. CONCLUSION
- In this study, the deflection of slab with perfobond
rib as a shear connection system under vertical
loading has been studied. The results show that the
thickness of concrete has significant effect on the
deflection at mid-span. When the thickness of
concrete in slab increased the deflection at mid-span
decreased accordingly.
- The horizontal shear resistance in the slabs with
different thicknesses is more than the required shear
resistance based on Euro code Part 4 [7] and all of
them are in the safe range.
- The interface element properties are depending on
the geometry of the composite slab. In this case of
study, an appropriate interface element in numerical
modelling by LUSAS software has been proposed to
model the shear bond between the concrete and steel
sheeting for the composite slab system.
REFERENCES
[1] Kim. Y. H., Jeong Y. J. Experimental
Investigation on Behaviour of Steel-
Concrete Composite Bridge Decks with
Perfobond Ribs. Journal of Construction
Steel Research 62. 2006. 462-471.
[2] Kim. Y. H., Jeong Y. J. Steel-Concrete
Composite Bridge Deck Slab with Profiled
Sheeting. Journal of Construction Steel
Research 65, 2009, 1751-1762.
[3] Porter, M. L., and Ekberg, C. E. Behavior of
Steel-Deck-Reinforced Slabs. Journal of the
Structural Division, Volume 103, No. 3,
1978, 663-677.
[4] Redzuan Abdullah. Experimental Evaluation
and Analytical Modeling of Shear Bond in
Composite Slabs. Phd Dissertation, Virginia
Polytechnic Institute and State University,
Blacksburg. 2004.
[5] Kim Y. H, Jeong Y. J. Kim T. H, Park S.K.
Structural Performance of Steel-Concrete
Composite Deck for Steel-Box Girder
Bridges. KSCE Journal of Civil
Engineering, Springer.2006.
[6] Marimuthu V., Seetharaman S., Arul
Jayachandran S., Chellappan A.,
Bandyopadhyay T.K. & Dutta D.
Experimental Studies on Composite Deck
Slabs to Determine Theshear-Bond
Characteristic (m–k) Values of the
Embossed Profiled Sheet. Journal of
Constructional Steel Research. (63), 2007.
791-803.
[7] Euro Code Part 4. Design of Composite Steel
and Concrete Structures – Part 1.1: General
Rule and Rules for Buildings. ENV 1994-1-
1:1992, European Committee for
Standardization, Brussels. 2001.](https://image.slidesharecdn.com/i61047274-160123093644/85/Finite-Element-Analysis-of-Composite-Deck-Slab-Using-Perfobond-Rib-as-Shear-Connection-System-under-Vertical-Loading-3-320.jpg)
Finite Element Analysis of Composite Deck Slab Using Perfobond Rib as Shear Connection System under Vertical Loading
- 1. Omid Monshi Toussi Int. Journal of Engineering Research and Applications www.ijera.com ISSN: 2248-9622, Vol. 6, Issue 1, (Part - 4) January 2016, pp.72-74 www.ijera.com 72 | P a g e Finite Element Analysis of Composite Deck Slab Using Perfobond Rib as Shear Connection System under Vertical Loading Omid Monshi Toussi*, Payam Sarir ** *( Department of Civil and Environmental Engineering, University of Kassel, Germany) ** (Department of Civil Engineering, Shanghai JiaoTong University, China) ABSTRACT Nowadays, the composite decks are very common to use in composite or steel construction. In this case of study the composite slabs have been investigated numerically by Finite Element Method (FEM). Five composite slabs were analyzed using finite element software LUSAS. The deflection of each model were obtained and compared with experimental test. Results showed a good agreement with the experimental data and indicate that the perfobond rib is appropriate shear connector for the bridges decks. Keywords - Composite Slab Deck, Deflection, Finite Element (FE) Analysis, Interface, LUSAS I. INTRODUCTION In civil engineering, composite structures exists when two materials are bound strongly that act as a single unit from a structural point of view. This is called composite action. One example is the steel beams supporting concrete floor slabs. If the beam and slab are not connected strongly together, then the slab contributes nothing to the load carrying capability of the beam [1]. One common application of composite structures is the design of steel box beam whereby concrete is placed on steel sheeting which carries the construction loads and act compositely with concrete slabs upon hardening of concrete. Profiled sheeting acts as the tensile reinforcement; which could be removed and light mesh reinforcement is generally placed in the concrete for temperature, shrinkage, cracks and fire [2]. The steel sheeting acts also as a permanent formwork and when placed in a cellular configuration, has an additional advantages to allow the passage of electrical and communication services. The commonly used of this method is in the building industry [1, 2]. There are many experimental studies of perfobond ribs in composite construction which some of them study the behaviour of perfobond shear connectors using push-out test. In recent years also there are some studies focused on the analysis of perfobond shear connection between steel and lightweight concrete. This study by using finite element software and utilizing the sample model of Kim et al (2006), tried to estimate the deflection of composite slab deck under vertical loading with different thicknesses. Additionally, discussed the interaction behaviour between steel sheeting and concrete using the interface element in FE software. II. COMPOSITE SLAB Generally, composite slabs failure under the bending is divided in three major modes. Mode 1 is flexure failure which is generally happened in a long and thin slab. Mode 2 is the vertical shear failure which is close to support due to high concentrated load where the slab must be very short and thick. Mode 3 is the horizontal shear failure which is more common to happen for majority of composite slab systems under the vertical loads (Porter and Ekberg 1978). The behavior of composite action between concrete and steel in the slabs are depended to some factors which are shear connectors, steel thickness, condition of supports and slab thickness. The shear connectors are generally combined to steel sheeting shape, indentation or embossments on steel profile [4]. III. FINITE ELEMENT MODEL According to the experimental study and push- out test, the influence of the holes is negligible on the ultimate shear capacity and end-slip and the maximum difference was less than 7% (Kim et al 2006). For this reason, in the numerical study the holes were not modeled and it is assumed the maximum composite action between concrete and steel sheeting. The FE model is showed in Fig. 1. The steel sheeting and concrete were modeled in software using 3D solid continuum element. For the constitutive model, the concrete model 64 was employed for the concrete in compression and tension, and a Von Mises model was used for the steel sheeting and perfobond. RESEARCH ARTICLE OPEN ACCESS
- 2. Omid Monshi Toussi Int. Journal of Engineering Research and Applications www.ijera.com ISSN: 2248-9622, Vol. 6, Issue 1, (Part - 4) January 2016, pp.72-74 www.ijera.com 73 | P a g e Fig 1. Finite Element Model In order to simulate the interaction between steel profiled and concrete and due to crack propagation, the three dimensional interface element is selected for the numerical study. This element is adequate for modelling bonded joints or contacts where delamination and crack propagation is likely to occur. The material specification which was used for interface element is indicated in Table 1. Table 1. Material Specification of Interface Element Description Value Fracture Energy 4,000 N/m Initiation Stress 2,500 N/m2 Relative Displacement 0.75x10-8 For loading condition according to the experimental study, two global distributed loads are applied on the top of FE model surface through a 20mm thickness timber plate with dimension of 250 mm Ă— 500 mm. Load increment procedure is set in software to simulate the real loading condition and to reduce the elapsed time of the analysis. The unit load was applied in the vertical direction near to shear span (Ls= L/4) which is around 875 mm from support. The starting load factor set as 1N and slab was loaded up to the maximum load factor or until the maximum number of increments achieved. IV. ANALYSIS AND DISCUSSION As indicated in Fig 2. in FE model the ultimate load of proposed composite slab is about 1199 KN which is compatible with the experimental result 1211 KN. The vertical displacement at mid- span of proposed slab in experimental observation at ultimate load is 27.3 mm while the numerical model displacement is around 28.6 mm at mid-span. The results are summarized in Table 2. Fig 2. Comparison of FE model and Experimental Test Result Table 2. FE results and Experimental results for Composite Slab Description FE Result Experimental Result Ultimate Load (KN) 1198 1211 Displacement at mid span(mm) 28.6 27.3 Five composite slabs with various thicknesses of concrete and the same material properties of sample have been modeled to investigate the effect of concrete thickness on displacement at mid-span of deck. The thicknesses of the slabs were analysed is 165 mm, 180 mm, 200 mm, 250 mm and 270 mm. According to the analysis, the five composite slabs with various thicknesses of concrete were failed under the vertical loading which was caused increasing of the cracks at the interface between steel sheeting and concrete. Results showed that, the thickness of concrete is significant factor on the vertical displacement at mid span. In additional the horizontal shear resistance of the composite slab is changed directly by changing the thickness of the of the composite steel-concrete deck slab. The horizontal shear resistance of composite decks can be estimated by using a semi-empirical method, so-called the m-k method [5, 6]. For this case of study, the width of composite slab is 1000 mm as b and the Ls is equal to 875 mm (L/4 ), also dp which is the depth form top of the deck to centroid of the steel sheeting, k and m factor are obtained from the test data as 0.1936 and 0.0008, respectively. According to the equation, the value for the this composite slab is around 0.83 N/mm2 which is approximately 1.9 times greater than the required horizontal shear strength of 0.44 N/mm2 . V. DEFLECTION OF COMPOSITE SLAB The maximum deflection is occurred in the middle of composite slab deck. The deflection of composite slabs with the thickness of 165 mm and 200 mm, which have been obtained from the FE models, were indicated in the Fig 3 and 4.
- 3. Omid Monshi Toussi Int. Journal of Engineering Research and Applications www.ijera.com ISSN: 2248-9622, Vol. 6, Issue 1, (Part - 4) January 2016, pp.72-74 www.ijera.com 74 | P a g e Fig 4. Deflection of Composite Slab with 165mm Thickness Fig 5. Deflection of Composite Slab with 200mm Thickness VI. CONCLUSION - In this study, the deflection of slab with perfobond rib as a shear connection system under vertical loading has been studied. The results show that the thickness of concrete has significant effect on the deflection at mid-span. When the thickness of concrete in slab increased the deflection at mid-span decreased accordingly. - The horizontal shear resistance in the slabs with different thicknesses is more than the required shear resistance based on Euro code Part 4 [7] and all of them are in the safe range. - The interface element properties are depending on the geometry of the composite slab. In this case of study, an appropriate interface element in numerical modelling by LUSAS software has been proposed to model the shear bond between the concrete and steel sheeting for the composite slab system. REFERENCES [1] Kim. Y. H., Jeong Y. J. Experimental Investigation on Behaviour of Steel- Concrete Composite Bridge Decks with Perfobond Ribs. Journal of Construction Steel Research 62. 2006. 462-471. [2] Kim. Y. H., Jeong Y. J. Steel-Concrete Composite Bridge Deck Slab with Profiled Sheeting. Journal of Construction Steel Research 65, 2009, 1751-1762. [3] Porter, M. L., and Ekberg, C. E. Behavior of Steel-Deck-Reinforced Slabs. Journal of the Structural Division, Volume 103, No. 3, 1978, 663-677. [4] Redzuan Abdullah. Experimental Evaluation and Analytical Modeling of Shear Bond in Composite Slabs. Phd Dissertation, Virginia Polytechnic Institute and State University, Blacksburg. 2004. [5] Kim Y. H, Jeong Y. J. Kim T. H, Park S.K. Structural Performance of Steel-Concrete Composite Deck for Steel-Box Girder Bridges. KSCE Journal of Civil Engineering, Springer.2006. [6] Marimuthu V., Seetharaman S., Arul Jayachandran S., Chellappan A., Bandyopadhyay T.K. & Dutta D. Experimental Studies on Composite Deck Slabs to Determine Theshear-Bond Characteristic (m–k) Values of the Embossed Profiled Sheet. Journal of Constructional Steel Research. (63), 2007. 791-803. [7] Euro Code Part 4. Design of Composite Steel and Concrete Structures – Part 1.1: General Rule and Rules for Buildings. ENV 1994-1- 1:1992, European Committee for Standardization, Brussels. 2001.