This document presents an experimental and analytical study comparing the structural behavior of composite concrete slabs with profiled steel decking. 18 full-scale slab specimens were tested under different shear span lengths to evaluate the longitudinal shear bond strength between the concrete and steel deck. The experimental results were compared to analytical calculations using the m-k method and partial shear connection method from Eurocode 4. The m-k method was found to provide a more conservative estimate of load-carrying capacity than the partial shear connection method, with generally good agreement between experimental and analytical values.
The document provides an overview of corrosion of steel in concrete. It discusses how steel is usually protected from corrosion by the alkaline environment of concrete but can corrode due to carbonation or chloride attack breaking down the protective layer. The corrosion process involves steel dissolving at the anode and oxygen being consumed at the cathode. This leads to a volume increase and the formation of rust, causing cracking and spalling of concrete. It also describes "black rust" that can occur in low-oxygen conditions without visible damage. The document aims to explain the basics of corrosion mechanisms to help understand investigation and repair techniques.
IRJET- Review on Steel Concrete Composite ColumnIRJET Journal
1. The document reviews research on steel-concrete composite columns, where steel columns are infilled with concrete. Wire mesh is welded inside steel columns to improve bond between steel and concrete.
2. Three composite columns and three reinforced concrete columns of the same size were tested and compared. The composite columns showed better structural behavior than reinforced concrete columns in terms of ultimate strength, ductility, energy absorption capacity, and stiffness.
3. The literature review discussed previous research on composite columns that found infilling concrete inside steel tubes improves tensile strength and load capacity compared to hollow steel tubes. Previous studies also showed that composite columns experienced less damage than steel-only columns under the same loads.
The document presents a finite element analysis of concrete filled steel tube (CFT) beams subjected to flexure. A numerical model was developed using ANSYS to predict the flexural behavior and moment capacity of circular and rectangular CFT beams. The model considered the material properties of steel and concrete, and incorporated the interaction between concrete and steel. Results of the numerical analysis for moment capacity were compared to experimental data. For circular CFT beams, the predicted capacities matched well with experimental values. The analysis showed rectangular CFTs can provide good confinement of the concrete core.
Dynamic Analysis of Double-Skin Composite Steel PlatesIOSR Journals
1) The document analyzes dynamic finite element models of double-skin composite steel plates subjected to impact loading. A rigid penetrator impacts composite panels made of steel skins separated by a concrete core with shear stud connectors.
2) Results show that the panels have good energy absorption capacity due to the ductility of the lower steel plate and stiffness provided by lower shear studs. Increasing the upper or lower plate thickness, or concentrating more studs in the center, increases the energy absorbed before perforation.
3) The failure patterns are investigated. Under impact, the upper plate initially perforates and moves upward due to inertia effects. The upper studs increase plate stiffness. Concrete failure is more localized than under static
This document summarizes an experimental study that investigated the flexural behavior of concrete beams reinforced with different types of reinforcing bars, including glass fiber reinforced polymer (GFRP), carbon fiber reinforced polymer (CFRP), and high-tensile steel (HTS) bars. Fifteen beams were tested under static load with variations in reinforcement type and concrete strength. The results were analyzed to compare failure modes, moment capacity, deflection, crack formation, and strains between the different beams. In general, the GFRP and CFRP beams exhibited higher deflections, wider cracking, and more brittle failures compared to the steel reinforced beams. The study aims to better understand the structural response of concrete beams reinforced with fiber reinforced polymer bars
Experimental Testing Of Partially Encased Composite Beam ColumnsIJERA Editor
The past few decades have seen outstanding advances in the use of composite materials in structural applications. There can be little doubt that, within engineering circles, composites have revolutionized traditional design concepts and made possible an unparalleled range of new and exciting possibilities as viable materials for construction. In addition to the well-known advantages of composite columns, partially encased composite columns offered simplified beam-to-column connection as well as reduced or omitted shuttering thus achieved more cost effective construction. Some companies have patented these new types of partially encased composite column made of light welded steel shapes; moreover, the Canadian Institute of Steel construction CISC has recognized and codified this type of columns. In This paper, Partially Encased Composite Beam Columns is introduced; experimental studies are made on five partially encased beam columns to investigate the behavior of eccentrically loaded partially encased composite columns using different parameters.
This document summarizes analytical studies on concrete filled steel tubes. A finite element model of a rectangular concrete filled steel tube short column was created using ANSYS software. The model was validated against experimental data. Both eigenvalue and nonlinear buckling analyses were performed to determine the ultimate axial load capacity of the column. The eigenvalue analysis provides the theoretical buckling strength, while the nonlinear analysis is more accurate as it considers factors like imperfections and plastic behavior. The results from the ANSYS model were used to develop an approximate formula for calculating the ultimate load of rectangular concrete filled steel tube short columns based on material properties.
This is my M.Tech Project presentation. The project was carried out at R.V College of Engineering and B.M.S College of Engineering, Bangalore. In this project, the axial load carrying capacity of CFST Columns was studied and the experimental results were compared with Eurocode-4 and AISC-LRFD-2005. The flexural capacity of CFST frames was also carried out.
The document provides an overview of corrosion of steel in concrete. It discusses how steel is usually protected from corrosion by the alkaline environment of concrete but can corrode due to carbonation or chloride attack breaking down the protective layer. The corrosion process involves steel dissolving at the anode and oxygen being consumed at the cathode. This leads to a volume increase and the formation of rust, causing cracking and spalling of concrete. It also describes "black rust" that can occur in low-oxygen conditions without visible damage. The document aims to explain the basics of corrosion mechanisms to help understand investigation and repair techniques.
IRJET- Review on Steel Concrete Composite ColumnIRJET Journal
1. The document reviews research on steel-concrete composite columns, where steel columns are infilled with concrete. Wire mesh is welded inside steel columns to improve bond between steel and concrete.
2. Three composite columns and three reinforced concrete columns of the same size were tested and compared. The composite columns showed better structural behavior than reinforced concrete columns in terms of ultimate strength, ductility, energy absorption capacity, and stiffness.
3. The literature review discussed previous research on composite columns that found infilling concrete inside steel tubes improves tensile strength and load capacity compared to hollow steel tubes. Previous studies also showed that composite columns experienced less damage than steel-only columns under the same loads.
The document presents a finite element analysis of concrete filled steel tube (CFT) beams subjected to flexure. A numerical model was developed using ANSYS to predict the flexural behavior and moment capacity of circular and rectangular CFT beams. The model considered the material properties of steel and concrete, and incorporated the interaction between concrete and steel. Results of the numerical analysis for moment capacity were compared to experimental data. For circular CFT beams, the predicted capacities matched well with experimental values. The analysis showed rectangular CFTs can provide good confinement of the concrete core.
Dynamic Analysis of Double-Skin Composite Steel PlatesIOSR Journals
1) The document analyzes dynamic finite element models of double-skin composite steel plates subjected to impact loading. A rigid penetrator impacts composite panels made of steel skins separated by a concrete core with shear stud connectors.
2) Results show that the panels have good energy absorption capacity due to the ductility of the lower steel plate and stiffness provided by lower shear studs. Increasing the upper or lower plate thickness, or concentrating more studs in the center, increases the energy absorbed before perforation.
3) The failure patterns are investigated. Under impact, the upper plate initially perforates and moves upward due to inertia effects. The upper studs increase plate stiffness. Concrete failure is more localized than under static
This document summarizes an experimental study that investigated the flexural behavior of concrete beams reinforced with different types of reinforcing bars, including glass fiber reinforced polymer (GFRP), carbon fiber reinforced polymer (CFRP), and high-tensile steel (HTS) bars. Fifteen beams were tested under static load with variations in reinforcement type and concrete strength. The results were analyzed to compare failure modes, moment capacity, deflection, crack formation, and strains between the different beams. In general, the GFRP and CFRP beams exhibited higher deflections, wider cracking, and more brittle failures compared to the steel reinforced beams. The study aims to better understand the structural response of concrete beams reinforced with fiber reinforced polymer bars
Experimental Testing Of Partially Encased Composite Beam ColumnsIJERA Editor
The past few decades have seen outstanding advances in the use of composite materials in structural applications. There can be little doubt that, within engineering circles, composites have revolutionized traditional design concepts and made possible an unparalleled range of new and exciting possibilities as viable materials for construction. In addition to the well-known advantages of composite columns, partially encased composite columns offered simplified beam-to-column connection as well as reduced or omitted shuttering thus achieved more cost effective construction. Some companies have patented these new types of partially encased composite column made of light welded steel shapes; moreover, the Canadian Institute of Steel construction CISC has recognized and codified this type of columns. In This paper, Partially Encased Composite Beam Columns is introduced; experimental studies are made on five partially encased beam columns to investigate the behavior of eccentrically loaded partially encased composite columns using different parameters.
This document summarizes analytical studies on concrete filled steel tubes. A finite element model of a rectangular concrete filled steel tube short column was created using ANSYS software. The model was validated against experimental data. Both eigenvalue and nonlinear buckling analyses were performed to determine the ultimate axial load capacity of the column. The eigenvalue analysis provides the theoretical buckling strength, while the nonlinear analysis is more accurate as it considers factors like imperfections and plastic behavior. The results from the ANSYS model were used to develop an approximate formula for calculating the ultimate load of rectangular concrete filled steel tube short columns based on material properties.
This is my M.Tech Project presentation. The project was carried out at R.V College of Engineering and B.M.S College of Engineering, Bangalore. In this project, the axial load carrying capacity of CFST Columns was studied and the experimental results were compared with Eurocode-4 and AISC-LRFD-2005. The flexural capacity of CFST frames was also carried out.
Dynamic behavior of composite filled circular steel tubes with light weight c...eSAT Journals
Abstract An experimental and analytical investigation of concrete-filled steel tubular (CFST) columns is presented. composite circular steel tubes- with light weight concrete as infill for three different grades of light weight concrete say M20,M30 and M40 are tested for ultimate load capacity and axial shortening , under cyclic loading. steel tubes are compared for different lengths, cross sections and constant thickness. From this research study it is expected that ,regression models which were developed with minimum number of experiments based on taguchi’s method predicted the axial load carrying capacity very well and reasonably well at ultimate point. Cross sectional area of steel tube has most significant effect on ultimate load carrying capacity also it is observed that, as length of steel tube increased- load carrying capacity decreased. Keywords: Composite Columns, Hallow Steel Tubes, Light Weight Concrete Filled Steel Tubes, light weight concrete
Experimental investigation on triple blended scc filled steel tubes with and ...eSAT Journals
Abstract
Concrete filled steel tubular columns are gaining its popularity in engineering practice. However, local buckling is the main criteria which effects on strength and ductility for the composite columns. In order to enhance their overall performance, one of the most effective measures is to provide stiffeners for the steel tubes. In the present research, experimental studies have been devoted to investigating the behavior of self-compacting Concrete Filled Steel Tube (CFST) stub columns strengthened by single or double stiffeners. A total of 36 stub columns specimen under monotonic compression load were tested in order to discover the best configuration of column system where (specimen having zero stiffeners, single stiffener, double stiffeners) each for hollow steel and with SCC in-filled are tested for 7 days, 28 days and 56 days strength with circular cross-sections of dimensions 300mm height x100mm diameter x 2mm thickness. The experimental results indicated that the use of Stiffeners strengthen the CFST has a significant effect on the overall behavior of CFST such as enhancement on its strength and ductility. Also the Stiffeners confinement delays local buckling of steel tube, prevents a sudden strength reduction caused by the local buckling of the steel tube, and increases lateral confinement of the concrete core. It is found that the best configuration of Stiffeners in the Steel tubes is providing it in transverse direction with single and double stiffeners at a height of h/2 and h/3 respectively.
Finite Element Analysis of Composite Deck Slab Using Perfobond Rib as Shear C...IJERA Editor
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.
Flexural behavior of composite reinforced concrete t beams cast in steel cha...IAEME Publication
The document summarizes an experimental study on the flexural behavior of composite reinforced concrete T-beams with horizontal transverse bars as shear connectors. Three large-scale beam specimens were fabricated, loaded until failure, and their load-deflection responses were measured. Results showed that beams with horizontal bar shear connectors had substantially higher ultimate bending capacity, flexural stiffness, and integrity compared to previous studies using headed stud connectors. The use of horizontal bars as shear connectors provides improved flexural performance of composite concrete beams cast in steel channels.
This document reviews research on the bond strength between steel and concrete in concrete-filled steel tubes (CFSTs). It summarizes several studies that investigated factors affecting bond strength like cross-sectional dimensions, steel type, concrete properties, temperature, and interface characteristics. The review finds that 70% of bond strength comes from friction at the interface, while 30% comes from chemical adhesion and mechanical interlocking. It also identifies ways to improve bond strength, such as using expansive concrete, increasing concrete strength, and adding perforations to the steel tube interior.
This document provides an introduction and literature review on concrete filled steel tube (CFST) columns. Some key points:
1) CFST columns utilize the advantages of both steel and concrete by using a steel hollow section filled with concrete. They are widely used in building construction.
2) Previous research has shown CFST columns have improved structural performance due to confinement of the concrete core by the steel tube. They also have construction advantages due to their simple erection sequence.
3) The literature review covers the behavior of CFST under different load cases like axial, bending, and combined loads. It also discusses design concepts, analytical methods, and codes/standards for CFST columns.
Review on the Effect of Shear Connectors on Composite Deck SlabsIJAEMSJORNAL
This paper presents a review on the effect of shear connectors on composite deck slabs. Composite deck slabs consist of profile deck sheet and concrete. Several researchers have been studying the behaviour of composite slab but due to its complex behaviour yet it is not completely understood. The behaviour of composite slab directly depends on the deformability and contact strength. Here, some important literature reviews regarding composite slab behavior incorporating different profiles were discussed.
Concrete filled steel tubes subjected to axial compressioneSAT Journals
Abstract Concrete-filled steel tubular columns have excellent earth-quake resistant properties such as high strength and ductility and large energy absorption capacity. For concrete-filled steel tubes (CFST), local buckling commonly observed in bare steel columns is effectively prevented, giving a higher capacity. However if the concrete core and the steel tube are loaded simultaneously the steel tube expands more than the concrete core under moderate loads since Poisson’s ratio is higher for the steel section. The objective of this paper is To evaluate the accuracy of codal design approach by comparing experimental results with the analytical results obtained using EC4, ACI-318 and AISC-LRFD, for prediction of load carrying capacity of CFST columns under axial compression. Based on this the experimental programme is conducted on concrete filled steel tubes of length 300mm, thickness 1 to 3mm for circular, square and rectangular cross section with three different grades of concrete.200 T capacity Compression testing machine is used for experimental investigation.. The experimental results are compared with analytical results obtained by stated code of practices. From this it is concluded that EC4 gives conservative results. From which it is observed that EC4 gives conservative results with experimental results and it is concluded that EC4 provisions may be used for further analytical study to develop an expression to predict the section capacity CFST columns. As the grade of concrete increases the load carrying capacity is also increases. This paper presents the details of study carried out and the conclusions arrived. Keywords: CFST, high strength, local buckling, analytical, ACI-318, EC4, AISC-LRFD.
CONCRETE FILLED STEEL TUBULAR COLUMNS USING GS SHEETAL AMIN AZIZ
1) The document presents the findings of an experimental investigation on concrete filled steel tubular columns using galvanized steel sheet strengthened with self-compacting concrete.
2) The investigation found that confined columns exhibited less axial deformation than unconfined columns under the same loads and failed initially at the top and bottom before failing in the middle.
3) It was concluded that confined columns provided higher strength than unconfined columns and failed due to shear stresses, while further research is needed on casting methods and numerical modeling to better understand column behavior.
The document summarizes a numerical study on the behavior of concrete-filled steel tube columns under axial loads. A finite element model was developed using ABAQUS to simulate the composite action between the steel tube and concrete core. The model considers the nonlinear stress-strain behavior of confined concrete and elastic-plastic behavior of steel. The results of the model were validated by comparing ultimate loads to experimental data, with a maximum difference of 5-10%. Analytical calculations from codes like ACI and Eurocode were also compared to the experimental and numerical ultimate loads.
Parametric Study of Square Concrete Filled Steel Tube Columns Subjected To Co...IJERA Editor
The Concrete Filled Steel Tube (CFST) member has many advantages compared with the conventional concrete structural member. This study presents on the behaviour of concrete-filled steel tube (CFST) columns under axial load by changing parameters. The parameters are thickness of steel tube, Grade of concrete and length of column. The study was conducted using ANSYS 13 finite element software. All the columns are 60 X 60 mm in size. The thickness of the tube is taken as 2, 3, 4, 5 and 6 mm for thickness variation. The grades of concrete infill are M25, M30, M40, M50, M60 and M70 used for grade variation. Lengths of columns are taken as 900, 1200, 1500, 1800, 2100, and 2400 mm for length variation. Buckling load is compared with Euro code 4 (1994).
This document is a seminar report submitted by Alok B. Rathod for the degree of Master of Technology in Structural Engineering at Bhartiya Vidya Bhavan’s Sardar Patel College of Engineering in Mumbai, India. The report reviews the development of concrete-filled steel tubular structures, including their material properties and behavior under various loads. It summarizes research on their static, dynamic, and fire performance, as well as construction and durability. Design criteria from different codes are examined and examples of CFST applications in buildings, bridges, and other structures are provided.
Experimental study on strength and flexural behaviour of reinforced concrete ...IOSR Journals
Abstract: Strength and flexural behaviour of reinforced concrete beams using deflected structural steel
reinforcement and the conventional steel reinforcement are conducted in this study. The reinforcement quantity
of both categories was approximately equalised. Mild steel flats with minimum thickness and corresponding
width are deflected to possible extent in a parabolic shape and semi-circular shape are fabricated and used as
deflected structural steel reinforcement in one part, whereas the fabrication of ribbed tar steel circular bars as
conventional reinforcement on the another part of the experiment for comparison in the concrete beams. All the
beams had same dimensions and same proportions of designed mix concrete, were tested under two point
loading system. As the result of experiments, it is found that the inverted catenary flats and their ties, transfers
the load through arch action of steel from loading points towards the supports before reaching the bottom
fibre at the centre of the beam as intended earlier. Thereby the load carrying capacity and the ductility ratio
has being increased in deflected structural steel reinforced beams when compared with ribbed tar steel
reinforced concrete beams, it is also observed that the failure mode (collapse pattern)is safer.
Keywords --Arch profile, Conventional steel reinforcement, Cracks, Collapse, Deflected structural steel,
Ductility ratio.
IRJET- Experimental Investigation on Bond Strength in Self-Compacting Con...IRJET Journal
The document summarizes an experimental study on the bond strength between self-compacting concrete and steel tubes in concrete-filled steel tube (CFST) columns. 27 push-out tests were conducted on circular CFST specimens varying cross-sectional dimensions, steel type, concrete type (normal vs self-compacting), concrete age, and height-to-diameter ratio. A literature review covered previous studies investigating effects of dimensions, steel type, concrete strength and interfaces on bond strength. The objectives were to use self-compacting concrete in CFSTs, determine bond strength for different ratios and properties, and model bond strength prediction.
This study experimentally investigated the effect of steel fibers on the flexural behavior and ductility of high-strength concrete hollow beams. Eight square beams (four solid and four hollow) were cast with concrete containing 0%, 0.5%, 1.0%, or 1.5% steel fibers by volume. The hollow beams had a central square hole that reduced the cross-sectional area by about 28%. All beams were tested under four-point bending until failure. Test results showed that beams with steel fibers failed in flexure, while the beam without fibers failed in flexural-shear. In general, hollow beams exhibited better ductility than solid beams. Hollow beams with up to 1.0% fibers had lower cracking, yielding,
This study used finite element analysis to model concrete-filled steel tube beams that were partially wrapped with carbon fiber reinforced polymer (CFRP) sheets. The objectives were to investigate how CFRP wrapping length and number of layers affected structural behavior. Models of square and circular cross-section beams were created and verified. The analysis found that beams wrapped along 50% of their length saw reduced capacity with additional CFRP layers due to delamination failures. Beams wrapped along 75-100% saw increased capacity with more CFRP layers up to their ultimate strengths. Circular beams saw better strength improvements than square beams when wrapped with 1-3 CFRP layers.
This document discusses estimating the shear modulus of elastomeric bridge bearings using operational modal analysis. Two bearings were tested - an old bearing that had been in use for over 35 years, and a new bearing to replace it. Modal analysis was performed on the bearings to extract their dynamic characteristics and estimate shear modulus. The results showed shear moduli of 1.3-1.8 MPa for the new bearing and 0.6-0.8 MPa for the old bearing, indicating a reduction in properties after years of use. Natural frequencies were around 5-10% lower for the old bearing, while damping was 10-50% lower. The estimated shear moduli were within the ranges specified by bridge design
This study investigated the compressive strength of reinforced concrete columns wrapped with different hybrid fiber reinforced polymer (FRP) configurations. Four 150x380mm concrete columns were tested: one unconfined control column and three wrapped with different combinations of glass, basalt, and jute FRP. The column wrapped with two layers each of basalt, glass, and jute FRP (CBGJ) achieved the highest compressive strength, reaching 1000kN and exceeding the unconfined column's strength by 25%. Analysis of the load-displacement and load-strain behaviors showed that the CBGJ wrapping configuration resulted in higher displacement and strain values compared to the other specimens. The results indicate that hybrid FRP wrapping can significantly
Finite Element Analysis of Composite Deck Slab Using Perfobond Rib as Shear C...IJERA Editor
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
Behaviour of Steel Fibre Reinforced Concrete Beam under Cyclic LoadingIOSR Journals
Abstract: This paper describes the influence of steel fibre distribution on the ultimate strength of concrete
beams. An experimental & analytical investigation of the behaviour of concrete beams reinforced with
conventional steel bars and steel fibres under cyclic loading is presented. It is now well established that one of
the important properties of steel fibre reinforced concrete (SFRC) is its superior resistance to cracking and
crack propagation. As a result of this ability to arrest cracks, fibre composites possess increased extensibility
and tensile strength, both at first crack and at ultimate load and the fibres are able to hold the matrix together
even after extensive cracking. The net result of all these is to impart to the fibre composite pronounced post –
cracking ductility which is unheard of in ordinary concrete. The transformation from a brittle to a ductile type
of material would increase substantially the energy absorption characteristics of the fibre composite and its
ability to withstand repeatedly applied, shock or impact loading. Tests on conventionally reinforced concrete
beam specimens, containing steel fibres in different proportions, have been conducted to establish loaddeflection
curves. It was observed that SFRC beams showed enhanced properties compared to that of RC beams
with steel fibres. The experimental investigations are validated with the analytical studies carried out by finite
element models using ANSYS.
Keywords: Steel fiber, concrete, properties, crack, ductility, technology.
Effects of Hybrid Steel Fibers on the Mechanical Properties of Steel Fiber Re...IRJET Journal
This document discusses a study on the effects of adding different types of steel fibers on the mechanical properties of steel fiber reinforced concrete. Three types of steel fibers were investigated: straight steel fibers, hooked steel fibers, and crimped steel fibers. Concrete cubes, cylinders, and prisms containing varying percentages (1%, 2%, 3%) of each fiber type were tested to determine their compressive strength, split tensile strength, and flexural strength at different ages. The results showed that compressive strength increased up to 2% fiber content for all fiber types compared to plain concrete. Specifically, the compressive strength of concrete with 2% crimped steel fibers exhibited a 16.92% increase over the control concrete and other fiber mixtures
Dynamic behavior of composite filled circular steel tubes with light weight c...eSAT Journals
Abstract An experimental and analytical investigation of concrete-filled steel tubular (CFST) columns is presented. composite circular steel tubes- with light weight concrete as infill for three different grades of light weight concrete say M20,M30 and M40 are tested for ultimate load capacity and axial shortening , under cyclic loading. steel tubes are compared for different lengths, cross sections and constant thickness. From this research study it is expected that ,regression models which were developed with minimum number of experiments based on taguchi’s method predicted the axial load carrying capacity very well and reasonably well at ultimate point. Cross sectional area of steel tube has most significant effect on ultimate load carrying capacity also it is observed that, as length of steel tube increased- load carrying capacity decreased. Keywords: Composite Columns, Hallow Steel Tubes, Light Weight Concrete Filled Steel Tubes, light weight concrete
Experimental investigation on triple blended scc filled steel tubes with and ...eSAT Journals
Abstract
Concrete filled steel tubular columns are gaining its popularity in engineering practice. However, local buckling is the main criteria which effects on strength and ductility for the composite columns. In order to enhance their overall performance, one of the most effective measures is to provide stiffeners for the steel tubes. In the present research, experimental studies have been devoted to investigating the behavior of self-compacting Concrete Filled Steel Tube (CFST) stub columns strengthened by single or double stiffeners. A total of 36 stub columns specimen under monotonic compression load were tested in order to discover the best configuration of column system where (specimen having zero stiffeners, single stiffener, double stiffeners) each for hollow steel and with SCC in-filled are tested for 7 days, 28 days and 56 days strength with circular cross-sections of dimensions 300mm height x100mm diameter x 2mm thickness. The experimental results indicated that the use of Stiffeners strengthen the CFST has a significant effect on the overall behavior of CFST such as enhancement on its strength and ductility. Also the Stiffeners confinement delays local buckling of steel tube, prevents a sudden strength reduction caused by the local buckling of the steel tube, and increases lateral confinement of the concrete core. It is found that the best configuration of Stiffeners in the Steel tubes is providing it in transverse direction with single and double stiffeners at a height of h/2 and h/3 respectively.
Finite Element Analysis of Composite Deck Slab Using Perfobond Rib as Shear C...IJERA Editor
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.
Flexural behavior of composite reinforced concrete t beams cast in steel cha...IAEME Publication
The document summarizes an experimental study on the flexural behavior of composite reinforced concrete T-beams with horizontal transverse bars as shear connectors. Three large-scale beam specimens were fabricated, loaded until failure, and their load-deflection responses were measured. Results showed that beams with horizontal bar shear connectors had substantially higher ultimate bending capacity, flexural stiffness, and integrity compared to previous studies using headed stud connectors. The use of horizontal bars as shear connectors provides improved flexural performance of composite concrete beams cast in steel channels.
This document reviews research on the bond strength between steel and concrete in concrete-filled steel tubes (CFSTs). It summarizes several studies that investigated factors affecting bond strength like cross-sectional dimensions, steel type, concrete properties, temperature, and interface characteristics. The review finds that 70% of bond strength comes from friction at the interface, while 30% comes from chemical adhesion and mechanical interlocking. It also identifies ways to improve bond strength, such as using expansive concrete, increasing concrete strength, and adding perforations to the steel tube interior.
This document provides an introduction and literature review on concrete filled steel tube (CFST) columns. Some key points:
1) CFST columns utilize the advantages of both steel and concrete by using a steel hollow section filled with concrete. They are widely used in building construction.
2) Previous research has shown CFST columns have improved structural performance due to confinement of the concrete core by the steel tube. They also have construction advantages due to their simple erection sequence.
3) The literature review covers the behavior of CFST under different load cases like axial, bending, and combined loads. It also discusses design concepts, analytical methods, and codes/standards for CFST columns.
Review on the Effect of Shear Connectors on Composite Deck SlabsIJAEMSJORNAL
This paper presents a review on the effect of shear connectors on composite deck slabs. Composite deck slabs consist of profile deck sheet and concrete. Several researchers have been studying the behaviour of composite slab but due to its complex behaviour yet it is not completely understood. The behaviour of composite slab directly depends on the deformability and contact strength. Here, some important literature reviews regarding composite slab behavior incorporating different profiles were discussed.
Concrete filled steel tubes subjected to axial compressioneSAT Journals
Abstract Concrete-filled steel tubular columns have excellent earth-quake resistant properties such as high strength and ductility and large energy absorption capacity. For concrete-filled steel tubes (CFST), local buckling commonly observed in bare steel columns is effectively prevented, giving a higher capacity. However if the concrete core and the steel tube are loaded simultaneously the steel tube expands more than the concrete core under moderate loads since Poisson’s ratio is higher for the steel section. The objective of this paper is To evaluate the accuracy of codal design approach by comparing experimental results with the analytical results obtained using EC4, ACI-318 and AISC-LRFD, for prediction of load carrying capacity of CFST columns under axial compression. Based on this the experimental programme is conducted on concrete filled steel tubes of length 300mm, thickness 1 to 3mm for circular, square and rectangular cross section with three different grades of concrete.200 T capacity Compression testing machine is used for experimental investigation.. The experimental results are compared with analytical results obtained by stated code of practices. From this it is concluded that EC4 gives conservative results. From which it is observed that EC4 gives conservative results with experimental results and it is concluded that EC4 provisions may be used for further analytical study to develop an expression to predict the section capacity CFST columns. As the grade of concrete increases the load carrying capacity is also increases. This paper presents the details of study carried out and the conclusions arrived. Keywords: CFST, high strength, local buckling, analytical, ACI-318, EC4, AISC-LRFD.
CONCRETE FILLED STEEL TUBULAR COLUMNS USING GS SHEETAL AMIN AZIZ
1) The document presents the findings of an experimental investigation on concrete filled steel tubular columns using galvanized steel sheet strengthened with self-compacting concrete.
2) The investigation found that confined columns exhibited less axial deformation than unconfined columns under the same loads and failed initially at the top and bottom before failing in the middle.
3) It was concluded that confined columns provided higher strength than unconfined columns and failed due to shear stresses, while further research is needed on casting methods and numerical modeling to better understand column behavior.
The document summarizes a numerical study on the behavior of concrete-filled steel tube columns under axial loads. A finite element model was developed using ABAQUS to simulate the composite action between the steel tube and concrete core. The model considers the nonlinear stress-strain behavior of confined concrete and elastic-plastic behavior of steel. The results of the model were validated by comparing ultimate loads to experimental data, with a maximum difference of 5-10%. Analytical calculations from codes like ACI and Eurocode were also compared to the experimental and numerical ultimate loads.
Parametric Study of Square Concrete Filled Steel Tube Columns Subjected To Co...IJERA Editor
The Concrete Filled Steel Tube (CFST) member has many advantages compared with the conventional concrete structural member. This study presents on the behaviour of concrete-filled steel tube (CFST) columns under axial load by changing parameters. The parameters are thickness of steel tube, Grade of concrete and length of column. The study was conducted using ANSYS 13 finite element software. All the columns are 60 X 60 mm in size. The thickness of the tube is taken as 2, 3, 4, 5 and 6 mm for thickness variation. The grades of concrete infill are M25, M30, M40, M50, M60 and M70 used for grade variation. Lengths of columns are taken as 900, 1200, 1500, 1800, 2100, and 2400 mm for length variation. Buckling load is compared with Euro code 4 (1994).
This document is a seminar report submitted by Alok B. Rathod for the degree of Master of Technology in Structural Engineering at Bhartiya Vidya Bhavan’s Sardar Patel College of Engineering in Mumbai, India. The report reviews the development of concrete-filled steel tubular structures, including their material properties and behavior under various loads. It summarizes research on their static, dynamic, and fire performance, as well as construction and durability. Design criteria from different codes are examined and examples of CFST applications in buildings, bridges, and other structures are provided.
Experimental study on strength and flexural behaviour of reinforced concrete ...IOSR Journals
Abstract: Strength and flexural behaviour of reinforced concrete beams using deflected structural steel
reinforcement and the conventional steel reinforcement are conducted in this study. The reinforcement quantity
of both categories was approximately equalised. Mild steel flats with minimum thickness and corresponding
width are deflected to possible extent in a parabolic shape and semi-circular shape are fabricated and used as
deflected structural steel reinforcement in one part, whereas the fabrication of ribbed tar steel circular bars as
conventional reinforcement on the another part of the experiment for comparison in the concrete beams. All the
beams had same dimensions and same proportions of designed mix concrete, were tested under two point
loading system. As the result of experiments, it is found that the inverted catenary flats and their ties, transfers
the load through arch action of steel from loading points towards the supports before reaching the bottom
fibre at the centre of the beam as intended earlier. Thereby the load carrying capacity and the ductility ratio
has being increased in deflected structural steel reinforced beams when compared with ribbed tar steel
reinforced concrete beams, it is also observed that the failure mode (collapse pattern)is safer.
Keywords --Arch profile, Conventional steel reinforcement, Cracks, Collapse, Deflected structural steel,
Ductility ratio.
IRJET- Experimental Investigation on Bond Strength in Self-Compacting Con...IRJET Journal
The document summarizes an experimental study on the bond strength between self-compacting concrete and steel tubes in concrete-filled steel tube (CFST) columns. 27 push-out tests were conducted on circular CFST specimens varying cross-sectional dimensions, steel type, concrete type (normal vs self-compacting), concrete age, and height-to-diameter ratio. A literature review covered previous studies investigating effects of dimensions, steel type, concrete strength and interfaces on bond strength. The objectives were to use self-compacting concrete in CFSTs, determine bond strength for different ratios and properties, and model bond strength prediction.
This study experimentally investigated the effect of steel fibers on the flexural behavior and ductility of high-strength concrete hollow beams. Eight square beams (four solid and four hollow) were cast with concrete containing 0%, 0.5%, 1.0%, or 1.5% steel fibers by volume. The hollow beams had a central square hole that reduced the cross-sectional area by about 28%. All beams were tested under four-point bending until failure. Test results showed that beams with steel fibers failed in flexure, while the beam without fibers failed in flexural-shear. In general, hollow beams exhibited better ductility than solid beams. Hollow beams with up to 1.0% fibers had lower cracking, yielding,
This study used finite element analysis to model concrete-filled steel tube beams that were partially wrapped with carbon fiber reinforced polymer (CFRP) sheets. The objectives were to investigate how CFRP wrapping length and number of layers affected structural behavior. Models of square and circular cross-section beams were created and verified. The analysis found that beams wrapped along 50% of their length saw reduced capacity with additional CFRP layers due to delamination failures. Beams wrapped along 75-100% saw increased capacity with more CFRP layers up to their ultimate strengths. Circular beams saw better strength improvements than square beams when wrapped with 1-3 CFRP layers.
This document discusses estimating the shear modulus of elastomeric bridge bearings using operational modal analysis. Two bearings were tested - an old bearing that had been in use for over 35 years, and a new bearing to replace it. Modal analysis was performed on the bearings to extract their dynamic characteristics and estimate shear modulus. The results showed shear moduli of 1.3-1.8 MPa for the new bearing and 0.6-0.8 MPa for the old bearing, indicating a reduction in properties after years of use. Natural frequencies were around 5-10% lower for the old bearing, while damping was 10-50% lower. The estimated shear moduli were within the ranges specified by bridge design
This study investigated the compressive strength of reinforced concrete columns wrapped with different hybrid fiber reinforced polymer (FRP) configurations. Four 150x380mm concrete columns were tested: one unconfined control column and three wrapped with different combinations of glass, basalt, and jute FRP. The column wrapped with two layers each of basalt, glass, and jute FRP (CBGJ) achieved the highest compressive strength, reaching 1000kN and exceeding the unconfined column's strength by 25%. Analysis of the load-displacement and load-strain behaviors showed that the CBGJ wrapping configuration resulted in higher displacement and strain values compared to the other specimens. The results indicate that hybrid FRP wrapping can significantly
Finite Element Analysis of Composite Deck Slab Using Perfobond Rib as Shear C...IJERA Editor
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
Behaviour of Steel Fibre Reinforced Concrete Beam under Cyclic LoadingIOSR Journals
Abstract: This paper describes the influence of steel fibre distribution on the ultimate strength of concrete
beams. An experimental & analytical investigation of the behaviour of concrete beams reinforced with
conventional steel bars and steel fibres under cyclic loading is presented. It is now well established that one of
the important properties of steel fibre reinforced concrete (SFRC) is its superior resistance to cracking and
crack propagation. As a result of this ability to arrest cracks, fibre composites possess increased extensibility
and tensile strength, both at first crack and at ultimate load and the fibres are able to hold the matrix together
even after extensive cracking. The net result of all these is to impart to the fibre composite pronounced post –
cracking ductility which is unheard of in ordinary concrete. The transformation from a brittle to a ductile type
of material would increase substantially the energy absorption characteristics of the fibre composite and its
ability to withstand repeatedly applied, shock or impact loading. Tests on conventionally reinforced concrete
beam specimens, containing steel fibres in different proportions, have been conducted to establish loaddeflection
curves. It was observed that SFRC beams showed enhanced properties compared to that of RC beams
with steel fibres. The experimental investigations are validated with the analytical studies carried out by finite
element models using ANSYS.
Keywords: Steel fiber, concrete, properties, crack, ductility, technology.
Effects of Hybrid Steel Fibers on the Mechanical Properties of Steel Fiber Re...IRJET Journal
This document discusses a study on the effects of adding different types of steel fibers on the mechanical properties of steel fiber reinforced concrete. Three types of steel fibers were investigated: straight steel fibers, hooked steel fibers, and crimped steel fibers. Concrete cubes, cylinders, and prisms containing varying percentages (1%, 2%, 3%) of each fiber type were tested to determine their compressive strength, split tensile strength, and flexural strength at different ages. The results showed that compressive strength increased up to 2% fiber content for all fiber types compared to plain concrete. Specifically, the compressive strength of concrete with 2% crimped steel fibers exhibited a 16.92% increase over the control concrete and other fiber mixtures
Finite Element Simulation of Steel Plate Concrete Beams subjected to ShearIJERA Editor
In a test series ofSteel plate Concrete (SC) beams conducted by the authorsto determine the minimum shear
reinforcement ratio, complex structural behavior of the tested beams was observed, including shear cracking
occurred within the concrete in the web and bond-slip failure of the bottom steel plate of the beam due to
insufficient shear reinforcement ratio (Qin et al. 2015).This paper focuses on finite element simulation (FEM) of
the SC beams withemphasis on shear and bond-slip behavior. A new constitutive model is proposed to account for
the bond-slip behavior of steel plates. Also, the Cyclic Softened Membrane Model proposed by Hsu and Mo
(2010)is utilized to simulate the shear behavior of concrete with embedded shear reinforcement. Both constitutive
models areimplemented into a finite element analysis program based on the framework of OpenSees (2013).The
proposed FEM is able to capturethe behavior of the tested SC beams.
Finite Element Simulation of Steel Plate Concrete Beams subjected to ShearIJERA Editor
In a test series ofSteel plate Concrete (SC) beams conducted by the authorsto determine the minimum shear
reinforcement ratio, complex structural behavior of the tested beams was observed, including shear cracking
occurred within the concrete in the web and bond-slip failure of the bottom steel plate of the beam due to
insufficient shear reinforcement ratio (Qin et al. 2015).This paper focuses on finite element simulation (FEM) of
the SC beams withemphasis on shear and bond-slip behavior. A new constitutive model is proposed to account for
the bond-slip behavior of steel plates. Also, the Cyclic Softened Membrane Model proposed by Hsu and Mo
(2010)is utilized to simulate the shear behavior of concrete with embedded shear reinforcement. Both constitutive
models areimplemented into a finite element analysis program based on the framework of OpenSees (2013).The
proposed FEM is able to capturethe behavior of the tested SC beams.
This document summarizes a master's thesis that experimentally and numerically studied the pull-out behavior of steel fibers in concrete. Experiments were conducted on straight and hooked steel fibers under various lateral pressures. The experiments showed large variations in results partly due to local crushing of the cement matrix. A numerical model was developed using an interface damage model and contact simulation to model fiber-concrete bonding. The model studies the influence of heterogeneous concrete properties on hooked fiber pull-out behavior by varying cement, aggregate, and interface strengths and toughnesses. Simulated results agreed with experiments, showing local concrete fracture influences pull-out behavior.
Utilization of steel in construction of high performance structures: A ReviewIRJET Journal
This document provides a literature review of research papers related to the analysis of steel structures using different alloys and metals in steel trusses. It summarizes several research papers that studied topics like cold-formed steel, steel beam-column connections, steel truss behavior, and comparisons of steel, concrete and cold-formed steel structures. The research papers used analytical and experimental methods to analyze structural behavior and load-carrying capacity. The results showed that cold-formed steel can provide economic and construction time benefits for buildings compared to other materials.
Seismic response of frp strengthened rc frameiaemedu
This document discusses research on strengthening reinforced concrete (RC) frames with fiber-reinforced plastic (FRP). It summarizes previous studies on using FRP to strengthen beams and columns. However, few studies have analyzed FRP-strengthened RC frames as a whole system. The present study uses finite element analysis to model RC frames strengthened with varying FRP thicknesses and investigates their seismic response. Models of 2-bay, 3-story and 3-bay, 5-story frames are analyzed for different crack locations. The results are intended to help develop design criteria for seismic retrofitting of RC frames with FRP.
Profiled Deck Composite Slab Strength Verification: A ReviewOyeniyi Samuel
This document reviews different methods for verifying the strength of profiled deck composite slabs (PDCS) without expensive laboratory testing. It discusses two common methods - the slope-intercept method and partial shear connection method - which both require experimental test data. The document also reviews attempts to use numerical modeling as an alternative to testing, but notes limitations in accurately modeling the complex shear behavior. It concludes that laboratory testing remains the most accurate assessment of PDCS strength, and further work is needed to develop a rational, reliability-based numerical approach to determine strength without testing.
The document describes an experimental study that evaluated the flexural behavior of steel fiber reinforced high strength self-compacting concrete slabs. Six concrete slabs were tested with varying concrete types (ordinary, self-compacting, high strength self-compacting) and steel fiber volume fractions (0%, 0.75%, 1.5%). Test results found that using self-compacting concrete and adding steel fibers improved flexural resistance and led to more ductile failure. The high strength self-compacting concrete slab with 1.5% steel fibers showed the highest ultimate load capacity, an 18.8% increase over the non-fiber slab. A finite element analysis was able to reasonably model the slab test results.
THEORETICAL BEHAVIOR OF COMPOSITE CONSTRUCTION PRECAST REACTIVE POWDER RC GIR...IAEME Publication
This study displays numerically (or theoretically) investigation by using the finite element models for experimental work of composite behavior for hybrid reinforced concrete slab on girder from locale material in Iraq, ordinary concrete in slab and reactive powder concrete in girder, RPC, with steel fibers of different types (straight, hook, and mix between its), tested as simply supported span subjected under two point loading. Which ANSYS version 15.0 is utilized. By studying the compatibility between the experimental results and the theoretical results. As well as, parametric study of many others variables are investigated by using ANSYS (version 15.0), such as: changing the compressive strength of the slab, changing the main reinforcement of the girder, and changing thickness of resin bond layer between girder and slab.
Assessment of Methods for Development of Confinement Model of Low Strength Re...IJERA Editor
This document reviews various confinement models for low strength reinforced concrete columns. It discusses several established models from 1971 to 1992 that define stress-strain curves for confined concrete. The models vary in their consideration of factors like concrete strength, transverse reinforcement ratio, and testing methodology. The document concludes that the Mander (1988) and Saatcioglu and Razvi (1992) models are best suited for assessing existing low strength concrete structures due to their wide range of variable consideration and experimental validation.
A Study on Effect of Sizes of aggregates on Steel Fiber Reinforced ConcreteIJERD Editor
Plain, unreinforced concrete is a brittle material, with a low tensile strength, limited ductility and
little resistance to cracking. In order to improve the inherent tensile strength of concrete there is a need of
multidirectional and closely spaced reinforcement, which can be provided in the form of randomly distributed
fibers. Steel fiber is one of the most commonly used fibers The present experimental study considers the effect
of aggregate size and steel fibers on the modulus of elasticity of concrete. Crimped steel fibers at volume
fraction of 0%.0.5%, 1.0% and 1.5% were used. Study on effect of volume fraction of fibers and change of
aggregate size on the modulus of elasticity of concrete was also deemed as an important part of present
experimental investigation. This work aims in studying the mechanical behavior of concrete in terms of modulus
of elasticity with the change of aggregate size reinforced with steel fibers of different series for M30 and M50
grade concretes. The results obtained show that the addition of steel fiber improves the modulus of elasticity of
concrete. It was also analyzed that by increasing the fiber volume fraction from 0%, to 1.5% there was a healthy
effect on modulus of elasticity of Steel Fiber Reinforced concrete.
This document presents a case study on the long-term effect of different accelerators on the flexural toughness of steel fiber reinforced shotcrete used for tunnel construction. Three types of accelerators - aluminate, cement mineral, and alkali-free - were used to mix shotcrete specimens. The flexural properties of the specimens were evaluated at ages of 1, 3, 6, 12, and 24 months according to Japanese and American standards. The results showed that alkali-free accelerators provided better long-term performance in terms of strength and toughness while also improving worker safety and environmental protection. Based on the long-term effectiveness, alkali-free accelerators were proposed as the best choice for tunnel construction applications.
Experimental study on behaviour of concrete using steel fiber as a tensile ma...KavinKumarR3
Concrete is widely used in all over the world. It gives a compression strength and when it is collaborate with the steel the tension strength is increased. Traditional reinforcement will takes time. So by using the steel fibers in the concrete it will gives the high strength and durability. The fiber will leads to compensate the weakness in the concrete. Steel fiber reinforced concrete (SFRC) is successfully used in the slabs, flooring, and even in beams. The formation has proved the high tensile strength when it added in the concrete.
Advanced Design of Composite Steel-Concrete Structural elementIJERA Editor
Composite framing system consisting of steel beams acting interactively with metal deck-concrete slab and concrete encased composite columns, has been as a viable alternative to the conventional steel or reinforced concrete system in the high-rise construction. However, in Indian context, it is comparatively new and no appropriate design codes are available for the same. Complications in the analysis and design of composite structures have led numerous researchers to develop simplified methods so as to eliminate a number of large scale tests needed for the design. In the present work, a simplified method of composite slabs, beams and columns design is used and software is developed with pre- and post- processing facilities in VB.NET. All principal design checks are incorporated in the software. The full and partial shear connection and the requirement for transverse reinforcement are also considered. To facilitate direct selection of steel section, a database is prepared and is available at the back end with the properties of all standard steel sections. Screen shots are included in the paper to illustrate the method employed for selecting the appropriate section and shear connectors and thus to verify the design adequacy.
The document summarizes an experimental study that investigated the flexural behavior of reinforced concrete beams strengthened with various materials and techniques. Eight beams were tested with different strengthening approaches, including carbon fiber reinforced polymer sheets, glass fiber reinforced polymer sheets, steel plates, or combinations of these materials. Beams were preloaded to induce cracking before strengthening. The strengthened beams were then reloaded to failure. The study aimed to evaluate the flexural properties, failure loads, stiffness, and ductility of beams strengthened with different materials and techniques. In general, strengthening increased yield and ultimate loads but reduced beam ductility compared to the unstrengthened control beam.
IRJET- Study on Self Compacting Concrete using Recycled Aggregate as Part...IRJET Journal
This document presents the results of a study on the effects of adding marble dust and steel fibers to concrete. The study investigated the impact on compressive strength, split tensile strength, and flexural strength. Concrete cubes, cylinders, and beams were cast with varying percentages of marble dust replacing cement and steel fibers added. Testing at 28 days showed that replacing 10% of cement with marble dust and adding up to 1% steel fibers increased the compressive, split tensile, and flexural strengths of the concrete compared to normal concrete without additions. The optimal mix was found to be 10% marble dust and 1% steel fibers.
COMPARATIVE STUDY ON RETEROFITTING OF RCC BEAM AND COLUMN JOINT BY USING FERR...IRJET Journal
This document summarizes research on retrofitting reinforced concrete beam-column joints using ferrocement, glass fiber reinforced polymer (GFRP), and carbon fiber reinforced polymer (CFRP). It presents the methodology, results, and conclusions of finite element modeling conducted using ANSYS. The modeling analyzed exterior beam-column joints under different retrofitting conditions: without retrofitting, with ferrocement, with GFRP, and with CFRP. The results showed that retrofitted joints had 30% higher load carrying capacity and improved load-deformation behavior compared to unretrofitted joints. Specifically, CFRP retrofitting shifted the failure from the column to the beam, preventing progressive collapse. In conclusion, fiber-reinforced polymer
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2. loading; therefore, the longitudinal shear resistance of
composite slabs under flexural loading is indirectly eval-
uated from the empirical method (Vainiunas and Valivo-
nis 2006). Eurocode 4 - Part 1.1 offers two approaches
that both necessitate serious full-size laboratory work.
One is called m-k method (shear bond method) where m
represents the mechanical interlocking and k represents
the friction between concrete and steel deck (BS 5950:
Part 4 1994; EN 1994-1-1 2004) and the other is partial
shear connection (PSC) method (EN 1994-1-1 2004) as
an alternative to m-k method.
Several full-size experimental tests have been proposed
by past researchers to account for complex phenomenon
of shear bond behavior between the steel deck-concrete
interactions in composite slabs. Porter and Ekberg
(1976) have carried out a large number of experimental
studies on cold-formed plain trapezoidal steel deck floor
slabs without intermediate stiffeners. The work primarily
involved one-way full-scale slab specimens and tested up
to the failure. Recommending the design procedures is
based upon the computation of the shear bond and flex-
ural strength for simply supported conditions. Porter
et al. (1976) have further conducted experimental studies
on the shear bond failure characteristics of one-way slab
specimens with welded transverse wires are used on the
top of the deck as shear-transferring devices and
reported several observations on the significant para-
meters influencing the behavior. They have also reported
a linear regression relationship between Vu s/bd
ffiffiffiffi
f 0
c
p
and
ρd/L0
ffiffiffiffi
f 0
c
p
to determine the slope (m) and intercept (k)
concepts needed for design. A separate regression is
recommended for each deck profile, thickness of deck,
steel surface coating, and concrete strength.
Wright et al. (1987) have carried out more than 200
tests on composite slab specimens including emboss-
ment, shear stud, and intermediate stiffeners with
trapezoidal deck and compared the same with BS 5950:
Part 4 design methods by considering two aspects, i.e.,
composite slab action and composite beam action. Spe-
cimens with various concrete strength and subjected to
10,000 cyclic loading have little effect on ultimate
strength compared to static loading. A reduction of
about 30% in embossment height resulted in a drop of
50% in load-carrying capacity.
Calixto and Lavall (1998) carried out an experimental
investigation on the structural behavior of full-scale one-
way single-span composite slabs with ribbed decking.
Several aspects including different steel deck thicknesses
are studied, the total slab height and shear span length.
In this study, the slabs fabricated with plain sheeting and
shear studs attained in all cases a higher ultimate load
when compared to the respective specimens built with
ribbed decking only. In all cases, the failure mode was
by shear bond even in the slabs fabricated with end an-
chorage and ribbed sheeting. The experimental results
are also compared with the partial interaction design
method specified in Eurocode 4 - Part 1.1. The compari-
son shows good correlation.
Crisinel and Marimon (2004) have proposed a simpli-
fied design method for the calculation of load-carrying
capacity of composite slabs. This method combines the
results from standard material tests and small-scale tests
with a simple calculation model to obtain the moment-
curvature relationship at the critical cross-section.
Results obtained using this new design approach have
been verified by comparison with large-scale tests using
simple span slabs loaded by two-line load at the quarter
spans. It shows good agreement between the calculated
moments and moments from the slab bending tests,
both at the first slip and ultimate load levels.
Mohan et al. (2005) have presented a simplified ap-
proach for the design of composite slabs. This approach
Figure 1 Composite slab reinforced with profiled steel decking (Crisinel and Marimon 2004; Mohammed and Abdullahi 2011).
Hedaoo et al. International Journal of Advanced Structural Engineering 2012, 3:1 Page 2 of 15
http://www.advancedstructeng.com/content/3/1/1
3. utilizes the results of the slip block test with a simple cal-
culation model to obtain the moment of resistance based
on the partial interaction method of composite slab gov-
erned by horizontal shear resistance. It is observed that
the moment of resistance predicted by the slip block and
m-k tests shows good agreement in quantitative terms.
Marimuthu and Seetharaman (2007) carried out 18
tests to investigate primarily the shear bond behavior of
the embossed composite deck slab using trapezoidal
profiled steel decking under simulated imposed loads
and to evaluate the m-k values. The longitudinal shear
strength of the composite slab calculated using m-k
method is verified with the results obtained by partial
shear connection method in Eurocode 4 - Part 1.1 and is
differed by about 26% in the average.
Mohammed (2010) carried out an experimental work
to study the fresh and hardened properties of concrete
containing crumb rubber as replacement to fine aggre-
gate. The strength of composite slab lies within the bond
between the concrete and the profiled steel sheeting;
therefore, the use of lighter in weight and more ductile
concrete such as CRC to toping the steel sheeting could
produce a new composite slab system. Two sets of slabs,
each set comprising three CRC composite slabs and one
conventional concrete slab, have been tested with two
shear spans. It is found that the shear bond capacity
obtained by m-k method was slightly higher compared
to the value obtained by partial shear connection
method of the Eurocode 4 - Part 1.1.
Mohammed and Abdullahi (2011) carried out an
experimental investigation by palm oil clinker (POC) ag-
gregate which is used to fully replace normal aggregate
to produce structural lightweight concrete in the con-
struction of composite slab with profiled steel sheet. A
total of eight full-scale composite slabs, six palm oil clin-
ker concrete (POCC) slabs, and two conventional con-
crete slabs have been tested in accordance to Eurocode 4
- Part 1.1 with two shear span. The structural behavior
and the horizontal shear bond strength of the POCC
slabs are nearly similar to the conventional concrete
slabs. The design horizontal shear bond strength using
m-k and PSC methods is 0.248 and 0.215 N/mm2
,
respectively.
The review of literature shows that the strength of lon-
gitudinal shear bond achieved depends on many factors,
among which include the shape of steel deck profile,
type and frequency of embossments, thickness of steel
decking, arrangement of load, length of shear span, slen-
derness of the slab, and type of end anchorage. The m-k
and partial shear connection design methods using data
from numerous full-size tests suffer drawbacks such as
being expensive and time consuming. However, an ac-
curate determination of strength for a new steel deck
profile type is possible only by full-size testing.
This paper deals with the evaluation of longitudinal
shear stress using the experimental evaluation of m-k
values for ultimate strength design of composite slabs
reinforced with new trapezoidal profiled steel decking
sheet with rectangular dishing type embossments. The
longitudinal shear stress resulting from m-k method is
compared with PSC method, and the comments to
evaluate the longitudinal shear stress of composite slabs
are discussed. Also, to study the load-deflection curves,
load-end slip curves and failure modes subject to
imposed loads. The steel decks (CRIL DECKSPANTM
)
are manufactured and supplied by Colour Roof India
Limited (CRIL), Mumbai, INDIA. A total of 18 full-scale
, one-way, single-span, simply supported composite slab
specimens are tested using M20 grade concrete sub-
jected to two equal line loads placed symmetrically at six
different shear span lengths. The ultimate load-carrying
capacity of the composite slabs is calculated using m-k
method and is verified with the results obtained by the
PSC method as per Eurocode 4 - Part 1.1.
Experimental program
A total of 18 full-scale composite slab specimens are built
and tested in accordance with the Eurocode 4 - Part 1.1 to
determine (1) the structural behavior and (2) the load car-
rying capacity and provide the necessary information to
validate the analytical procedures. According to that, the
tests are designed to provide fundamental information on
the behavior of composite slabs with realistic geometric
and material characteristics. Experimental program in-
clude static and cyclic tests on six sets of slab specimens
subjected to six varying shear span 300, 375, 450, 525,
600, and 675 mm. For each set of three specimens, one
specimen is tested to know about the failure under mono-
tonic loading, and the other two specimens are tested for
cyclic loading (BS 5950: Part 4 1994; EN 1994-1-1 2004).
Subsequent sets of test are conducted in similar manner
with remaining shear spans. A description of the specimen
details and testing arrangement is included hereafter. Sub-
sequent sections of the paper discuss the experimental
and analytical observations and results.
Profiled steel decking properties
Thin-walled cold-formed profiled steel decks used to
build the slab specimens are made of structural quality
steel sheets conforming to ASTM A653 (2008) and IS
1079 (1994). A galvanized surface coating with an aver-
age thickness of 0.0254 mm is finished on each face of
the steel deck. The total specimens are carried out with
0.8-mm thickness (20 gauge) which have a cross sec-
tional area (Ap) of 839 mm2
, a yield strength (fyp) of
250 N/mm2
, and second moment of inertia (Ip) of 0.364 ×
106
mm4
. Figure 2 illustrates the geometric shape of the
profiled steel deck with embossments opposite on
Hedaoo et al. International Journal of Advanced Structural Engineering 2012, 3:1 Page 3 of 15
http://www.advancedstructeng.com/content/3/1/1
4. adjacent webs. Shape, size, and frequency of the emboss-
ment are shown in Figure 3.
Concrete properties
Concrete used for the specimens is of normal weight,
designed for compressive strength of 25.984 N/mm2
.
Concrete compressive strength is determined from
concrete cubes 150 mm × 150 mm × 150-mm size
according to IS 456 (2000) procedures. Three cubes
are tested on the same day as the slab test to deter-
mine the concrete compressive strength. Course aggre-
gate size used in the concrete is 20-mm down. Concrete
proportion used in the mixture is 1:1.42:3.09 (cement/
fine aggregate/course aggregate).
Preparation of slab specimens
A total of 18 full-scale (CRIL DECKSPANTM
) composite
slab specimens are constructed with 102-mm nominal
depth (ht), 830-mm width (b) and 3,000-mm span (L
+L0). The thickness of the concrete above the flange (hc)
is 50 mm while depth of the profiled steel deck (hp) is
52 mm. All composite slab specimens are cast with full
support on the plain surface concrete flooring in the
Composite Testing Laboratory. Steel-decking surface is
well cleaned before casting of the concrete.
All slabs are constructed utilizing M20 grade of con-
crete obtained from a hand mixing method. The 70-mm
depth of slabs is cast first over which mild steel mesh
reinforcement (0.1% of the cross-sectional area of the
concrete) of four steel bars, 6 mm in diameter, is placed
at a center to center distance of 250 mm in the longitu-
dinal direction and 12 at a spacing of 250 mm in trans-
verse direction to complete cross-sectional dimension of
the slab and tied with binding wires (Oehlers and Brad-
ford 1995). Mild steel mesh reinforcement is used as
shrinkage and temperature control reinforcements as
specified in the ASCE (1985) specification. The
remaining 32-mm depth of the slab is cast and finished
the top surface by proper compaction of concrete (BS
5950: Part 4 1994) as shown in Figure 4.
The curing period of all 18 slabs is 28 days. Concrete
test cylinders and concrete cubes are made at intervals
while concrete is being placed according to IS 456
(2000) and cured in the same manner as the slab speci-
mens. Despite all required preventive measures during
transport phase, specimen 12CT525 presented prema-
ture slippage, probably due to riding procedure, invali-
dating the test.
M20 Grade concrete
6 mm Ø 250 c/c bothways
@ mid height of 50 mm
Profile decking sheet
50
52
Figure 4 Cross-section of test specimen.Figure 3 Shape, size, and frequency of embossment.
Embossments
Longitudinal Stiffeners
17
9.5
14
14
20.5
22
52
123 133.5 267 146.5133.5
830 mm
Figure 2 Cross-section of trapezoidal profiled deck and dimensions.
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5. Description of test setup
The schematic view of arrangement for the simply sup-
ported composite slab configuration with an effective
span (L) of 2.7 m subjected to two symmetrically located
uniformly distributed line loads is shown in Figure 5.
Roller and hinge supports are specially fabricated for
study. The schematic view of the roller and hinge sup-
ports is shown in Figures 6 and 7, respectively. Figure 8
shows the complete experimental setup.
Loading is applied by a single hydraulic jack system
mounted on structural spreader beam section (ISMB
150), beneath the structural load beams (2 ISMC 100,
placed back to back), and load is measured with the help
of cell at the point of application. Uniform loading is ap-
plied by inflating a 15-mm thick by 100-mm wide hard
rubber pad, which is confined by the top surface of the
test slab. A steel plate with 10-mm thick by 100-mm
wide is placed on the top of the pad.
Testing procedure
Details of test specimen
A reference system is adopted to label each specimen as
shown in Table 1. The specimens are labeled in the form
of ‘i-j-k’ where i, j, and k are variables indicating serial
h =52 mm
h =50 mm
( 830 mm X 100 mm X 10 mm )
Metal sheet profile (0.8 mm)
h =102 mmt
Support bearing plate
L = 675mms L = 675mms
b = 830 mm
Pin support
Composite metal
deck slab specimen
Spreader beam
Roller support
Pe
p
Rubber pad
Load beam
c
L = 2700 mm150 mm 150 mm
Figure 5 Schematic view of the experimental test setup.
Figure 6 Actual view of roller support.
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6. number of test specimen, static or cyclic test, and shear
span (mm), respectively. Hence, ‘01ST300’ refers to the
specimen using first test specimen static loading and
300-mm shear span.
Static test
Specimen is placed over roller-hinge supports, and load-
ing points are marked on shear span. Load is applied in-
crementally by single hydraulic jack system. Rate of
loading is adjusted in such a way that failure does not
occur in less than 1 h. Rate of loading adopted for static
test is 0.1 mm/s. Tests are determined as per the max-
imum design value or discontinued when the deflections
reach L/50 where L is the effective span.
Cyclic test
Cyclic loading is required to be implemented in the tests
prior to the static loading. Hence, two specimens under
Figure 7 Actual view of pin support.
Figure 8 Experimental test setup.
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7. each shear span are subjected to preliminary cyclic load-
ing. This preliminary cycling loading ensures that any
kind of chemical bond formed between concrete and
steel is removed, and the static load applied later would
provide the true indication of the mechanical bond
formed by the embossment. Slab is subjected to 3 cycles
of loading applied in a time span of 3 h according to BS
5950: Part 4 (1994).
The vertical mid-span deflection is measured using
microlevel equipment as shown in Figure 9. For end-slip
measurements, two dial gauges are attached to one end
of the composite slab in order to measure the relative
slip between the concrete and the steel deck as shown in
Figure 10. After completing all the static and cyclic tests,
the total load at failure is calculated by adding the values
of self-weight of the slab and weight of the distribution
beams to the applied load at failure for each specimen.
Average value of the total load at failure (average of one
statically loaded and two cyclically loaded) is calculated
for each set of specimen (Table 1).
Results and discussion
Static test
Load deflection behavior
Two stages of load deflection behavior are observed in
all specimens. Figure 11a,b,c,d,e and f shows the load-
deflection curves for all shear span specimens. For the
shear spans, namely, 300, 375 and 450 mm, at first,
initial shear cracks formed near the loading point and
then flexural cracks formed near the center of span at
the bottom of the concrete. As the load is further
increased, a number of cracks at the bottom of the con-
crete progressively spread towards the top of the con-
crete at the loading point. A slip between steel deck and
concrete is observed (region A to B) in Figures 11a,b
and c. Secondly, there is a slight load pick-up and subse-
quent flexural failure of specimen (region B to C).
For the shear spans, namely, 525, 600, and 675 mm, first
initial flexural cracks formed at the bottom of the concrete
near the center of span and then shear cracks formed near
the loading points. Also, flexural cracks are formed in be-
tween the loading points. Figure 11d,e,f, point A denotes
when visible flexural cracks start forming. Portion A-B
shows slip load between steel deck and concrete, and re-
gion B to C shows regaining of load to ultimate failure.
Table 1 shows failure load capacity and behavior charac-
teristics of slab specimens. Figures 12 and 13 show typical
visible crack formation for 300- to 450-mm and 525- to
675-mm shear span specimens, respectively. Total vertical
mid-span deflections are measured at point C. All slabs
reach a service deflection criterion by span/250 and also
earlier to ultimate failure criterion by span/50.
Slip behavior of composite slabs
The end slip is observed from early stage of loading and
it is zero at initial loading. At the range of 75% to 80% of
Table 1 Details of shear span loading and its behavior
Test number Test specimen ID number Average failure load (kN) Structural behavior
1 01ST300 54.301 Shear cracks are formed near the loading point. Slip: Slip is
observed by 2.9 mm, region A to B in Figure 14.
2 02CT300
3 03CT300
4 04ST375 50.595 Shear cracks are formed near the loading points and then flexural
cracks are formed near the center of the span. Slip: Slip is observed
by 3.55 mm, region A to B in Figure 15, and the rate of slip is
increased after this region.
5 05CT375
6 06CT375
7 07ST450 42.650 Shear cracks are formed near the loading points. Flexural cracks
are formed near the center of the span and then formed in
between the loading points. Slip: Slip is observed by 3.6 mm,
region A to B in Figure 16, and rate of slip was increase after this
region.
8 08CT450
9 09CT450
10 10ST525 37.195 Flexural cracks are formed near the center of the span and then
shear cracks were formed near the loading points. Slip: Slip is
observed by 2.0 mm, region A to B in Figure 17.11 11CT525
12 12CT525
13 13ST600 31.523 Flexural cracks are formed near the center of the span. Shear
cracks are formed near the loading points and then formed in
between the loading points. Slip: Slip (3.2 mm) is observed from
early stage of loading, region A to B in Figure 18.
14 14CT600
15 15CT600
16 16ST675 27.109 Flexural cracks are formed in between the loading points
accompanied by a sudden drop in the capacity. Slip: Slip is
observed by 3.27 mm, region A to B in Figure 19.
17 17CT675
18 18CT675
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8. total loading capacity of composite slabs, the first crack
appears. In the first group of shear span, the end slip up
to the first crack appearance is gradually decreasing up
to certain loading, and in the second group of shear
span, the end slip up to the first crack appearance is
suddenly dropping down up to certain loading. After
that, the rate of end slips increases gradually up to the
ultimate failure as shown in Figure 14. As provided in
Table 1, the end slip at the ultimate load failure is
observed between 2 to 3.6 mm. Curves depict gradual
de-bonding of slab. Figures 15 and 16 show the differen-
tial movement of the concrete slab and steel deck for
Figure 10 Dial gauges to measure the end slip.
Figure 9 Microlevel deflection measurement equipment.
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9. 0
5
10
15
20
25
30
35
40
45
50
55
60
0 5 10 15 20 25 30 35
Mid span deflection (mm)
Totalverticalload(kN)
01ST300
02CT300
03CT300
A
B
C
0
5
10
15
20
25
30
35
40
45
50
55
0 5 10 15 20 25 30 35
Mid span deflection (mm)
Totalverticalload(kN)
04ST375
05CT375
06CT375
A
B
C
(a) shear span (Ls)= 300 mm. (b) shear span (Ls) = 375 mm.
0
5
10
15
20
25
30
35
40
45
0 5 10 15 20 25 30 35
Mid span deflection (mm)
Totalverticalload(kN)
07ST450
08CT450
09CT450
A
B
C
0
5
10
15
20
25
30
35
40
0 5 10 15 20 25 30 35
Mid span deflectiom (mm)
Totalverticalload(kN)
10ST525
11CT525
12CT525-FAIL
A
B
C
(c) shear span (Ls)= 450 mm. (d) shear span (Ls) = 525 mm.
0
5
10
15
20
25
30
35
0 5 10 15 20 25 30 35
Mid span deflection (mm)
Totalverticalload(kN)
13ST600
14CT600
15CT600
A
B
C
0
5
10
15
20
25
30
0 5 10 15 20 25 30 35
Mid span deflection (mm)
Totalverticalload(kN)
16ST675
17CT675
18CT675
A
B
C
(e) shear span (Ls) = 600 mm. (f) shear span (Ls) = 675 mm.
Figure 11 Experimental and analytical load-deflection curves. Shear span (Ls) = 300 (a), 375 (b), 450 (c), 525 (d), 600 (e), and 675 mm (f).
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10. 300- and 600-mm shear span. At initial formation of
cracks and at same loading point, rate of end slip is al-
most similar in all shear spans. Load-carrying capacity of
composite slab decreased due to the load position mov-
ing towards the mid-span. Slip is observed from both
sides of profile towards the center of slab.
Cyclic test
The behavior and capacity are slightly less than obtained
in case of the static loading.
Evaluation of longitudinal shear bond strength of
composite slabs
Analysis using m-k method according to Eurocode 4
The m-k values define shear transferring capacity of the
profiled steel deck, where m represents the empirical value
of mechanical interlocking between concrete and profiled
steel decking, and k stands for the empirical value for fric-
tion between them. The recommended design Equation 1
for shear bond capacity of composite slabs is given by
ASCE (1985), EN 1994-1-1 (2004), Porter et al. (1976),
Marimuthu and Seetharaman (2007), Mohammed (2010),
and Mohammed and Abdullahi (2011) which in the form
of an equation for a straight line y ¼ mx þ c:
Vu
bdp
¼ m
Ap
bLs
þ k ð1Þ
where Vu is the maximum ultimate shear force in Newton;
b, the width of the slab in mm; dp, the distance between
the centroidal axis of the steel decking and the extreme
fiber of the composite slab in compression; Ls, the length
of shear span in millimeter; Ap, the area of cross-section
of the profile in square millimeter; and m, k, the design
value for the empirical factor in Newton per square milli-
meter obtained from the slab testing.
Table 2 shows the necessary parameters for plotting
m-k curve from the test data in accordance with varying
shear spans of composite slabs. The capacity reduction
factor, Φ, accounts for differences between failure and
design strength of a member occurring through varia-
tions in material strength, workmanship, tolerances, and
supervision and inspection. The capacity reduction fac-
tor is selected based both on the mode of failure and
associated behavior characteristics occurring prior to
failure. Most shear bond failures occur suddenly without
ample warning of impending failure. Since, for calculat-
ing Vu, a capacity reduction factor Φ= 0.8 is applied to
average failure load (ASCE 1985; Marimuthu and
Seetharaman 2007). Eurocode 4 omits the concrete
strength from Equation 1 because it may give unsatisfac-
tory values for m and k if the concrete strength varies
widely within a series of tests. Many researchers have
reported that the concrete strength does not have a sig-
nificant effect on the capacity (ASCE 1985; Johnson
2004; Luttrell 1987; Mohammed 2010; Mohammed and
Abdullahi 2011).
The ASCE (1985) specifies that the reduction of 10%
is applied to obtain reduced regression line based on
which values of regression m and k is computed. The
Figure 12 Crack formation for 300- to 450-mm shear span at the ultimate stage.
Figure 13 Crack formation for 525- to 675-mm shear span at the ultimate stage.
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11. reduction is to account for test variations and also to
assure that line approaches a lower bound for experi-
mental values, therefore, somewhat conservative. The
curve is plotted by empirical m-k method as shown in
Figure 17. From the experimental data, values of m and
k for steel deck are 81.95 and 0.046 N/mm2
, respectively.
The values are compared with other profiled decks (Chen
2003, Marimuthu and Seetharaman 2007; Mohammed
2010; Wright et al. 1987).
Design shear-bond strength (τu,Rd) using m-k method
according to Eurocode 4
For shear span Ls = 675 mm, the design shear bond
strength is as follows:
Vu
bdp
¼ τu;Rd ¼ m
Ap
bLs
þ k
ð2Þ
τu;Rd ¼ m
Ap
bLs
þ k
ð3Þ
τu;Rd ¼ 81:95Â839
830Â675 þ 0:046
À Á
¼ 0:169 N/mm2
.
Determination of design loads using m-k method
For shear span Ls = 675 mm, the maximum design shear
is as follows:
V1;Rd ¼
bdp
γVs
mAp
bLs
þ k
!
ð4Þ
where γvs is the partial safety factor for shear connection
(1.25)
V1;Rd ¼ 830Â76:77
1:25
81:95Â839
830Â675 þ 0:046
 Ã
¼ 8:60 kN
Total applied load (w) = 8.60 × 2 = 17.20 kN. The de-
sign load (wdesign) = 17.20/2.7 × 1 = 6.37 kN/m.
Design shear bond strength (τu,Rd) using PSC method
according to Eurocode 4
The PSC method to calculate the longitudinal shear resist-
ance (τu,Rd) of the composite slab has been detailed in
Annex E of the Eurocode 4. According to this method, the
degree of shear connection (ηtest) = 0.310, 0.415, 0.420,
0.430, 0.415, and 0.390 for 300-, 375-, 450-, 524-, 600-, and
675-mm shear span, respectively. For example, the degree
of shear connection (ηtest) = 0.390 for 675 mm shear span
is shown in Figure 18.
The shear bond strength (τu,Rd) for Ls = 675 mm:
τu;Rd ¼
ηtest  Ncf
bðLs þ L0Þ
!
Â
0:9
γvs
ð5Þ
τu;Rd ¼ 0:39Â209750
830ð675þ100Þ
h i
 0:9
1:25 ¼ 0:091 N/mm,
2
where L0 is length of the overhang, and Ncf is the com-
pressive normal force in the concrete flange with full
shear connection.
Determination of design loads using PSC method
Total load for Ls = 675 mm:
w ¼
MRd
ðLs=2Þ
¼
8:30
0:3375
¼ 24:59kN
0
5
10
15
20
25
30
35
40
45
50
55
60
0 0.5 1 1.5 2 2.5 3 3.5 4
end slip (mm)
Totalverticalload(kN)
EX 300 SLIP EX 375 SLIP
EX 450 SLIP EX 525 SLIP
EX 600 SLIP EX 675 SLIP
Figure 14 Load-end slip curves for slab specimens.
(a) (b)
Figure 15 Photograph of end slips for Ls = 300 mm. From the (a) left and (b) right sides of the specimen.
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12. Design load (wdesign) = 24.59/2.7 = 9.10 kN/m.
Longitudinal shear bond resistance and design load of
composite slabs are evaluated by m-k and PSC methods
and presented in Table 2. The longitudinal shear bond
resistances evaluated by m-k method are 0.322, 0.266,
0.230, 0.204, 0.184, and 0.169 N/mm2
and by PSC
method are 0.147, 0.158, 0.138, 0.125, 0.107, and 0.091
N/mm2
for the shear span 300, 375, 450, 525, 600, and
675 mm, respectively. It was found that the longitudinal
shear strength values obtained by m-k method are
slightly higher compared to the values obtained by the
PSC method. However, the design load values are
slightly lesser.
Figure 19 shows the design longitudinal shear stress
using m-k and PSC methods with the shear span length
and is presented in Table 2. As the shear span length
increased, the longitudinal shear stress of slab decreased.
The design longitudinal shear stress values of slabs result-
ing from line loads obtained by m-k method is slightly
higher compared with PSC method. The values are com-
pared with other type of profiled decks (Mohammed 2010;
Mohammed and Abdullahi 2011). It can be concluded that
the m-k method has better longitudinal shear strength
than the PSC method.
Figure 20 shows the variation of failure/design load using
experimental and analytical (m-k and PSC) methods with
the shear span. As the shear span length increased, the fail-
ure/design load of slab decreased. A comparison of experi-
mental and PSC method results of the load-carrying
capacity of the composite slabs revealed that agreements
between these values are sufficiently good. The results are
within 12.5% difference in the average. However, the m-k
method results are lesser 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. Hence, there is significant
difference between actual failure load and design load.
Table 2 shows the comparison of experimental failure
load with design load capacity which is expressed by
two ratios, 1.72 for m-k method and 1.11 for PSC
method. These ratios represent the safety factors for the
design model. Safety factors for both procedures are sat-
isfactory with m-k values slightly more safety than PSC
values.
Conclusions
In this study, experimental and analytical studies for the
design strength determination of composite slab with
new profiled steel decking have been presented. The
study is based on ASCE standard, Eurocode 4 - Part 1.1
and BS 5950: Part 4 (1994). Results from 18 experimen-
tal full-size slab tests, which are used to validate the ana-
lytical results using m-k and PSC methods have been
presented. The two longitudinal shear stresses are evalu-
ated and compared with each other. Based on the study
outlined in this paper, the following conclusions are
made:
1. A comparison of experimental and partial shear
connection method results of the load-carrying
capacity of the composite slabs revealed that
agreement between these values are sufficiently
good. The results are within 12.5% difference in the
average (Table 2).
2. For PSC method, analysis is based on actual
measured strengths, and hence, it indicates a very
less difference between actual failure load and design
load.
3. However, 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. Hence, there is
significant difference between actual failure load and
design load. As a result m-k method proved to be
more conservative than PSC method.
4. Therefore, from the design perspective of the
composite slabs, PSC method will give optimum
design as compared to m-k method.
(a) (b)
Figure 16 Photograph of end slips for Ls = 600 mm. From the (a) left and (b) right sides of the specimen.
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13. Table 2 Longitudinal shear strength and design loads using m-k and PSC methods
Test
number
Average
failure load,
P (kN)
Failure load
from full-size
test, wfailure
(kN/m)
P ×
0.8 (kN)
Vertical
shear force
Vu (kN)
Vu/
bdp
(N/
mm2
)
Ap/
bLs
Longitudinal shear
strength, τu,Rd(N/mm2
)
Design load based on shear bond
capacity (kN/m)
Model factor
m-k method PSC method m-k method wdesign PSC method wdesign m-k method wfailure
wdesign
PSC method wfailure
wdesign
1 to 3 54.301 20.111 43.44 21.72 0.3408 0.0034 0.322 0.147 12.16 20.49 1.65 0.98
4 to 6 50.595 18.738 40.47 20.23 0.3176 0.0027 0.266 0.158 10.07 16.39 1.86 1.14
7 to 9 42.650 15.796 34.12 17.06 0.2677 0.0023 0.230 0.138 8.68 13.66 1.81 1.15
10 to 12 37.195 13.775 29.75 14.87 0.2334 0.0019 0.204 0.125 7.69 11.71 1.79 1.17
13 to 15 31.523 11.675 25.21 12.60 0.1978 0.0017 0.184 0.107 6.95 10.24 1.67 1.14
16 to 18 27.109 10.040 21.68 10.84 0.1701 0.0015 0.169 0.091 6.37 9.10 1.57 1.10
Average value 0.229 0.128 1.72 1.11
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14. 5. Application of preliminary cyclic loading is carried
out as per provisions in EC4. However, there is
negligible effect of the cyclic loading on the load-
carrying capacity of the composite slabs as
compared to static loading (Figures 11a,b,c,d,e
and f).
6. The ultimate failure load of the composite slab
decreases from shorter to longer shear span and
moves towards the midspan (Table 1).
7. For shorter shear spans, strength of slab is governed
by only shear bond failure. For shorter to longer
shear span, the behavior of slab is governed by shear
bond to flexural failure, respectively.
8. Failure modes of all experimental specimens are
determined in accordance with the EC4 definition
and exhibited a ductile failure.
9. The partial composite action between the concrete
and the steel started after the loss of the chemical
bonding and could be identified by the formation of
the first crack and the beginning of end slip. In all
the specimens, the end slip is observed from an
early stage of loading, i.e., 75% to 80% of failure load
(Figures 11a,b,c,d,e and f).
10.The m and k values are 81.95 and 0.046 N/mm2
,
respectively (Figure 17).
11.As the shear span length increased, the longitudinal
shear stress of slab decreased. The design
longitudinal shear stress values of slabs resulting
from line loads obtained by m-k method is slightly
higher as compared to PSC method. It can be
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
300 375 450 525 600 675
Shear span (mm)
Shearstress(N/mm2
)
m-k method
PSC method
Figure 19 Longitudinal shear stress to shear span under
flexural loading.
Figure 17 m-k Curve from experimental test results.
Mtest = 9.14 kNm
0
2
4
6
8
10
12
14
16
18
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Degree of interaction n=Nc/Ncf
BendingresistanceMpRm(kNm)
Mpa
MpRm
Figure 18 Determination of the degree of shear connection (ηtest) for Ls = 675 mm.
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15. concluded that the m-k method has better
longitudinal shear strength than the PSC method
(Table 2).
Competing interests
The authors declare that they have no competing interests.
Acknowledgements
The authors thank the director of VNIT, Nagpur and the head of the
Department of Applied Mechanics, VNIT, Nagpur for their kind support
during the experimental investigation. The authors express their grateful
thanks to Institute for Steel Development and Growth (INSDAG), Kolkata for
consultancy project.
Author details
1
Department of Civil Engineering, Government College of Engineering
Research, Awasari (Pune), Maharashtra 412405, India. 2
Department of Applied
Mechanics, Visvesvaraya National Institute of Technology (VNIT), Nagpur,
Maharashtra 440 010, India.
Received: 17 November 2011 Accepted: 2 April 2012
Published: 3 September 2012
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doi:10.1186/2008-6695-3-1
Cite this article as: Hedaoo et al.: Design of composite slabs with
profiled steel decking: a comparison between experimental and
analytical studies. International Journal of Advanced Structural Engineering
2012 3:1.
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Shear span (mm)
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Experimental method
m-k method
PSC method
Figure 20 Failure/design load to shear span under flexural
loading.
Hedaoo et al. International Journal of Advanced Structural Engineering 2012, 3:1 Page 15 of 15
http://www.advancedstructeng.com/content/3/1/1