PERFORMANCE OF STRUCTURAL COMPOSITE SLAB WITH...

PERFORMANCE OF STRUCTURAL COMPOSITE SLAB WITH PARTIAL

AND FULL INTERACTION

HAJER SATIH ABBAS

A thesis submitted in fulfilment of the

requirements for the award of the degree of

Doctor of Philosophy (Civil Engineering)

Faculty of Civil Engineering

Universiti Teknologi Malaysia

MARCH 2016

iii

DATIO DEDICATION

My humble effort I dedicate to:

Iraq army that defence our belong country and provide us peaceful life,

and I dedicate to my sweet and loving, father and mother whose affection,

love, encouragement and prays of day and night make me able to get such

success, and also to my dear sisters and brothers.

اهدي هذا الجهد البسيط:

الى الحبيب المسجون خلف قضبان الحقد والتعسف العراق الغالي

كل يوم شيء فيه لكي ينام ابنائه بسالم جيشنا الفذ وحشدنا الشعبي الى الدرع البشري الذي يموت

ابي الرائع الى بر االمان والعلم الى ذلك الرجل الذي تحكي كل شيبة فيه قصة طويلة من التعب لكي نصل

الى تلك المخلوقة النادرة التي حازت شيئا من سمو السماء وبراءة المالئكة امي الحبيبة

الى نجومي المضيئة خواتي واخواني

iv

ACKNOWLEDGEMENT

First and foremost I would like to express my thanks to ALLAH (SWT) for

giving me the opportunity to witness the compilation of my doctorate degree. My

sincere and profound gratitude to my humble main supervisor Assoc. Prof. Dr.

Suhaimi Abu Baker for his support, guidance, encouragement, patient and

understanding throughout the research period. I would like to extend my appreciation

to my co- supervisor Assoc. Prof. Dr. Redzuan Abdullah for huge dedication of his

valuable time on helping and guidance to the success of this research work. Them

dedication and technical expertise made my doctoral research possible

My appreciation goes to the technical staff of Structures and Materials

Laboratory, Faculty of Civil Engineering, Universiti Teknologi Malaysia (UTM) for

their help rendered during the research Laboratory works.

I would like to express my sincere gratitude to all my colleagues who helped

me in one way or another and deepest appreciation to them especially the members

of my group for being such wonderful, understanding and supportive friends. Last

but not least, my appreciation also goes to all my friends whom encouragement

throughout my whole education and for their continuous belief in me.

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ABSTRACT

Composite concrete slab with steel decking profile as permanent formwork is

gaining wide acceptance in structural construction of large scale buildings. The

strength and behaviour of composite slabs are governed by the shear interaction

between the concrete and the steel deck. The loss of interaction between the two

materials is the main reason of the failure of composite slabs before reaching the

maximum bending capacity. Technical information to strengthen the bonding and

interaction in composite slab is still lacking. This study presents a new method for

strengthening composite slab by an innovative U-bolts shear connectors and

conventional headed studs shear connectors (HSSC). The study comprises of three

components; experimental, theoretical and numerical works. The experimental work

consists of eight full-scale composite slab specimens. The first specimen was made

without any shear connection. The second specimen was constructed with one line of

shear studs welded to the support beam while the third, fourth and fifth specimen was

constructed with two lines of shear studs. The sixth specimen was constructed with

U-bolts shear connectors that were fixed through the steel sheets profile. The seventh

specimen was constructed with one line of shear studs with the U-bolts shear

connectors. The eighth specimen was constructed with two lines of shear studs and

the U-bolts shear connectors. The theoretical work consists of modifying existing

stiffness method to analyse the composite slab with the U-bolts shear connectors and

end anchorages. A calculation procedure was also developed to study the shear bond

stress versus end slip relationships (shear bond property) from four-point bending

test. Finally, three-dimensional finite element software, ANSYS, was used to

determine the accuracy of the elastic stiffness method. Experimental results of

composite slab tests show that the shear connectors had more efficiency for

increasing the stiffness and strength of the composite slab compared with composite

slab without shear connectors. Also, it was observed that the U-bolts shear

connectors are strong and ductile enough to provide full composite action between

the profile steel plate and concrete slab. Composite slabs with the U-bolts shear

connectors show that the best performance is achieved compared to composite slab

with HSSC shear connectors. The bending resistance of the proposed composite slab

was improved up to 500% compared to conventional composite slab. The theoretical

results show that the modified elastic stiffness method is successful to analyse partial

and full composite slab. The theoretical values show a good agreement compared to

the results of full-scale slab test. Good agreement was recorded between the results

from finite element modelling, experimental and the modified stiffness method at

linear elastic stage. It is concluded that the proposed composite slab is strong enough

to be used in large scale structure.

vi

ABSTRAK

Papak konkrit rencam dengan profil keluli geladak sebagai acuan tetap

semakin meluas digunakan dalam pembinaan struktur bangunan berskala besar.

Kekuatan dan kelakan papak rencam adalah disebabkan oleh interaksi ricih antara

konkrit dan geladak keluli. Kehilangan interaksi antara kedua-dua bahan ini adalah

sebab utama kegagalan papak rencam sebelum mencapai keupayaan lenturan

maksimum. Maklumat teknikal mengenai pengukuhan ikatan dan interaksi dalam

papak rencam adalah sangat terhad untuk diperolehi. Kajian ini membentangkan

mengenai kelakuan papak rencam kukuh dengan kancing berkepala konvensional

penyambung ricih (HSSC) dan dengan penyambung ricih inovatif atau yang baru

diperkenalkan (U-bolts). Kajian ini terdiri daripada tiga komponen - kerja ujikaji,

teori dan kaedah berangka. Kerja-kerja eksperimen terdiri daripada lapan skala penuh

spesimen rencam papak. Spesimen pertama dibuat tanpa sambungan ricih. Spesimen

kedua terdiri daripada satu baris kancing ricih dikimpal kepada sokongan rasuk

manakala spesimen yang ketiga, keempat dan kelima terdiri daripada dua baris

kancing ricih. Spesimen keenam terdiri daripada penyambung ricih jenis U-bolts

yang dicadangkan dan digerudi melalui kepingan keluli profil. Spesimen ketujuh

terdiri daripada satu baris kancing ricih dengan penyambung ricih U-bolts. Spesimen

kelapan terdiri daripada dua baris kancing ricih dan penyambung ricih yang

dicadangkan. Kerja-kerja teori terdiri daripada pengubahsuaian kaedah kekukuhan

sedia ada untuk memberikan kesesuaian menganalisis papak rencam dengan

penyambung ricih U-bolts dengan tambatan hujung. Prosedur kiraan telah

dibangunkan untuk mengkaji hubungan tegasan ikatan ricih berbanding slip hujung

(sifat ikatan ricih) berdasarkan ujian lenturan empat titik. Perisian unsur terhingga

tiga dimensi, ANSYS telah digunakan untuk menentukan ketepatan kaedah

kekukuhan anjal. Keputusan eksperimen ujian papak rencam menunjukkan bahawa

penyambung ricih mempunyai kecekapan yang tinggi untuk meningkatkan

kekukuhan dan kekuatan papak rencam berbanding dengan papak rencam tanpa

penyambung ricih. Selain itu, didapati bahawa penyambung ricih yang dicadangkan

adalah cukup kuat dan mulur untuk menghasilkan tindakan rencam penuh antara plat

profil keluli dan papak konkrit. Papak rencam dengan penyambung ricih U-bolts

menghasilkan prestasi yang terbaik berbanding papak rencam dengan penyambung

ricih HSSC sahaja. Rintangan lenturan papak rencam dengan U-bolts telah

meningkat sehingga 500% berbanding dengan papak rencam konvensional.

Keputusan teori menunjukkan bahawa kaedah kekukuhan anjal berjaya digunakan

untuk menganalisis papak rencam separa dan penuh. Nilai teori menunjukkan

keputusan yang baik berbanding dengan keputusan ujian papak berskala penuh.

Keputusan yang baik dicapai antara pemodelan unsur terhingga, eksperimen dan

analisis menggunakan kaedah kekukuhan diubahsuai pada tahap anjal lelurus.

Kesimpulannya, papak rencam yang dicadangkan dalam kajian in adalah cukup kuat

untuk digunakan dalam struktur berskala besar.

vii

TABLE OF CONTENTS

CHAPTER TITLE PAGE

DECLARATION ii

DEDICATION iii

ACKNOWLEDGMENT iv

ABSTRACT v

ABSTRAK vi

TABLE OF CONTENTS vii

LIST OF TABLES xiii

LIST OF FIGURES xiv

LIST OF ABBREVIATIONS xx

LIST OF SYMBOLS xxi

1 INTRODUCTION 1

1.1 Introduction 1

1.2 Problem Statement 6

1.3 Aim and Objectives 7

1.4 Scope of Study 7

1.5 Significance of Study 9

1.6 Thesis Structure 10

2 LITERATURE REVIEW 11

2.1 Introduction 11

2.2 Background of Experimental Related Work 11

2.3 Properties of Composite Slab Materials 14

2.3.1 Profiled Steel Decking 14

2.3.2 Shear Connections 18

2.3.2.1 Bond 18

viii

2.3.2.2 Shear Connectors 19

2.3.2.3 Headed Studs Shear Connectors

for Profiled Steel Sheeting 25

2.3.3 Concrete 26

2.3.4 Composite Beams 27

2.4 Important Issues of Experimental Composite Slab

Test 29

2.4.1 Failure Modes 29

2.4.2 Push-off Test 32

2.4.3 Full Scale Test 33

2.4.4 Slip between Concrete and Steel 34

2.4.5 Uplift of Composite Slab 38

2.4.6 Ductility of Composite Slab 40

2.4.7 Strain Profile 43

2.4.8 Stiffness of Composite Slab 45

2.5 Summary and Drawback of Last Experimental

Research 47

2.6 Design Approach for Composite Slab 52

2.6.1 Design for Resistance 52

2.6.2 Design for Serviceability 53

2.7 Previous Studies on Analysis and Design of

Composite Slab 54

2.7.1 The m-k Method 54

2.7.2 The Partial Shear Connection (PSC)

Methods 57

2.7.3 Other Methods for design and Analysis

Composite Slab 58

2.8 Finite Element Analysis Approach for Composite

Slab 61

2.8.1 Preamble 61

2.8.2 Background of Numerical Modelling

Related Work 62

2.9 Concluding Remarks 65

3 EXPERIMENTAL STUDY 66

ix

3.1 Introduction 66

3.2 Test Program 66

3.3 Properties of the Material 67

3.3.1 Steel Deck Properties 67

3.3.2 Concrete Properties 71

3.3.3 Properties of Headed Studs Shear

Connector (HSSC) 72

3.3.4 Properties of Proposed U-Bolts Shear

Connectors (UBSC) 74

3.3.5 Properties of Mesh Reinforcement 77

3.5.6 Properties of Steel Beam 78

3.4 Preparation of the Composite Slab Specimens

Testing 78

3.5 Test Procedure 92

3.6 Concluding remarks 97

4 EXPERIMENTAL RESULTS 99

4.1 Introduction 99

4.2 Materials Properties 100

4.3 Experimental Results and Discussion 105

4.3.1 Failure Modes 105

4.3.1.1 Composite Slab without Shear

Connectors (FS-CS) 106

4.3.1.2 Composite Slab with U-Bolts

Shear Connectors (FS-UB) 108

4.3.1.3 Composite Slab with One Line

of Headed Studs Shear

Connector (FS-HS-1) 111


of HSSC and UBSC (FS-HS-1-

UB) 114

4.3.1.5 Composite slab with Two Lines


Connectors (FS-HS–2-A, FS-

HS-2-B, FS-HS-2-C) 117

x

4.3.1.6 Composite Slab with Two Lines


UB) 120

4.3.2 Load-Deflection Behaviour 123

4.3.2.1 Composite Slab without Shear

Connectors (FS-CS) 124

4.3.2.2 Composite Slab with U-Bolts

Shear Connectors (FS-UB) 124



Connector (FS-HS-1) 125



UB) 126

4.3.1.5 Composite slab with Two Lines


Connectors (FS-HS–2) 127

4.3.1.6 Composite Slab with Two Lines


UB) 128

4.3.3 Load-End Slip Behaviour 136

4.3.3.1 Effects of Headed Stud Shear

Connector System (HSSC) 141

4.3.3.2 Effects of New Bolted Shear

Connector System (UBSC) 142

4.3.4 Ductility of composite slab 144

4.3.5 Composite Slab Stiffness 145

4.3.6 Strain Analysis 151


5 MATRIX STIFFNESS METHOD 165

5.1 Introduction 165

5.2 Characteristics and Classification of Composite Slab 166

xi

5.3 Effects of Composite Action on Elastic Stiffness of

Composite Slab 169

5.3.1 Slab without Composite Action 169

5.3.2 Slab with Full Composite Action 171

5.3.3 Slab with Partial Composite Action 173

5.4 Proposite Stiffness Method for Analysis of The

Composite Slab Specimens 175

5.4.1 Suggested Stiffness Method for Analysing

FS-CS Specimen 175

5.4.2 Suggested Stiffness Matrix of Torsion

Spring for Analysing FS-HS-1 and FS-

HS-2 specimens 180

5.4.3 Modification of Existing Elastic Stiffness

Method for the Analysis FS-UB, FS-HS-

1-UB and FS-HS-2-UB Specimens 187

5.4.3.1 Basic Assumptions 187

5.4.3.2 Differential Equilibrium

Equation of Partially Composite

Slab 188

5.4.3.3 Stiffness Equation of Composite

Slab Element 191

5.4.3.4 Analysis of Composite Slab with

UBSC Shear Connectors Using

Elastic Stiffness Equation 196


6 NUMERICAL MODEL 208

6.1 Introduction 208

6.2 Objective 209

6.3 Structural Models 210

6.4 Properties of Materials 211

6.5 Elements Meshing 213

6.6 Interaction Properties 215

6.7 Analysis Results and Interpretation 216

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6.7.1 Verification of the Finite Element

ANSYS Model 216

6.7.2 Deflected Shape 221


7 CONCLUSIONS AND RECOMMENDATIONS 226

7.1 Summary 226

7.2 Conclusions 227

7.2.1 Strength and Ductility of Composite Slab

with Shear Connectors 227

7.2.2 Modification of Theoretical Stiffness

Method of Analysis 229

7.2.3 Validation of Composite Slab Using

ANSYS Finite Element Software 229

7.3 Recommendations for Further Work 230

REFERENCES 231

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LIST OF TABLES

TABLE NO. TITLE PAGE

3.1 Deck section dimensions and properties 69

3.2 Description of the names of the samples 79

4.1 Materials Properties 103

4.2 Concrete compressive strength 104

4.3 Experimental results for vertical and horizontal

deflection 143

4.4 Composite slab behaviour 145

4.5 Moment capacity and rotation value of the composite

slab specimens 151

5.1 Materials properties for slab specimens 177

6.1 Results of the analysis according to ANSYS finite

element and comparison with experimental test and

modified stiffness method 220

xiv

LIST OF FIGURES

FIGURE NO. TITLE PAGE

1.1 Typical steel and concrete composite constructions 3

1.2 Plastic stresses distribution of typical composite slab

under positive bending 3

1.3 Applications of composite slab construction 5

2.1 Early manual corrugated iron rollers 15

2.2 Re-entrant deck profiles (Rackham, et al. 2009) 16

2.3 Trapezoidal deck profiles (Rackham, et al. 2009) 16

2.4 Typical forms of interlock in composite slabs (EN1994-

1-1, 2004) 20

2.5 Headed studs shear connector (HSSC) 20

2.6 Other categories of shear connector (Johnson 2008) 21

2.7 Test specimen for standard push tests in accordance with

EN1994-1-1 22

2.8 Determination of slip capacity δu (EN1994-1-1, 2004) 22

2.9 Beam with profiled steel sheeting parallel to the beam

(EN1994-1-1, 2004) 25

2.10 Beam with profiled steel sheeting transverse to the beam

(EN1994-1-1, 2004) 26

2.11 Modes of failure for composite slab (Johnson 2008) 31

2.12 Portion of slab under bending 32

2.13 Calculation of Ls for composite slab 38

2.14 Influence of shear connection on bending (Johnson

2008) 39

2.15 Deflection, slip strain and slip (Johnson 2008) 41

2.16 Uplift force (Johnson 2008) 44

xv

2.17 Types of ductility types (Ferrario 2004) 46

2.18 Shear connectors between beam and slab influence the

failure mode 46

2.19 Strain distribution diagram (Ibrahim, Kim et al. 2008) 48

2.20 Composite floor with steel decking and shear studs (Crisinel

and Marimon 2004) 53

2.21 Shape, size and frequency of embossments (Marimuthu,

Seetharaman et al. 2007) 54

2.22 Steel–concrete composite slab (Jeong 2008) 54

2.23 Profiled sheeting with perfobond ribs (Kim and Jeong 2009) 55

2.24 Profiles of the steel decks used for the composite

specimens (Ranzi, Al-Deen et al. 2013) 56

2.25 Bending moment resistance of the slab 61

2.26 Meaning of m and k (EN 1994-1-1) 61

3.1 SDP-51-10 deck cross section and embossment details 68

3.2 The dimensions of coupon tensile test sample 70

3.3 Coupon tensile test: (a) Coupon test specimen, (b)

Coupon test set-up 70

3.4 Slump test 72

3.5 Concrete cubes and cylinders 72

3.6 The dimensions of headed studs shear connectors (all

dimensions in mm) 73

3.7 HSSC studs tensile test: (a) Tensile test specimen, (b)

Tensile test set-up 74

3.8 Types of U-Bolts 74

3.9 Screws were used to transfer shear in a profiled steel

sheet dry board composite panel (Ahmed, et al., 2002;

Badaruzzaman, et al., 2003) 75

3.10 The dimensions of (UBSC) shear connectors 76

3.11 The U-Bolts, nuts and washers 76

3.12 UBSC bolts tensile test: (a) Tensile test specimen, (b)

Tensile test set-up 77

3.13 Mesh reinforcement 77

3.14 Hot roll beam I- Section 78

xvi

3.15 Headed studs are welded with the beam support 80

3.16 Studs before and after the removal of extra iron at the

end 80

3.17 Three compounded bonded together (a) two lines HSSC

(b) one line HSSC 81

3.18 Typical cross-section of composite slab and HSSC 82

3.19 Full-scale specimen with one line HSSC shear connector

(dimensions in mm) 82

3.20 Full-scale specimen with two lines HSSC shear

connector (all dimensions in mm) 83

3.21 UBSC shear connectors along the shear span 84

3.22 Fixing the UBSC shear connectors on profile steel

sheeting 85

3.23 Full-scale specimen with two lines UBSC shear

connector (all dimensions in mm) 85

3.24 Fixing of the strain gauge on the steel plate 87

3.25 Composite slab framework 88

3.26 Mesh reinforcement 88

3.27 Carrying the composite slab 89

3.28 Composite slab specimens 89

3.29 Casting and using vibrator 92

3.30 Curing the composite slab 92

3.31 Painting the composite slab 93

3.32 Composite slab setup 94

3.33 LVDTs transducer to measure the end slip 94

3.34 Inclinometer device to measure the rotation angle 95

3.35 Strain gauge arrangement in the composite slab 96

3.36 Supporting specimens FS-CS and FS-UB 96

3.37 Schematic diagram of full-scale composite slab test (all

dimensions in mm unit) 98

4.1 Load -Strain curves of tensile coupon test for SDP51-10 101

4.2 Load-Strain curves of tensile bolts test for HSSC shear

connectors 101

xvii

4.3 Load -Strain curves of tensile bolts test for UBSC shear

connectors 101

4.4 Failure mode of tensile samples 102

4.5 Concrete cube testing 104

4.6 Concrete cylinder testing 105

4.7 Bending moment and shear force diagram 106

4.8 Failure mode of FS-CS specimen 107

4.9 Failure mode of FS-UB specimen 109

4.10 Failure mode of FS-HS-1 spicemen 112

4.11 Failure mode of FS-HS-1-UB spicemen 115

4.12 Failure mode of FS-HS-2 spicemen 118

4.13 Failure mode of FS-HS-2-UB specimen 122

4.14 Load-deflection curves of FS-CS specimens (a) at mid

span, (b) at point load (one-third span) 129

4.15 Load-deflection curves of FS-UB specimen (a) at mid


4.16 Load-deflection curves of FS-HS-1 specimen (a) at mid


4.17 Load-deflection curves of FS-HS-1-UB specimens (a) at

mid span, (b) at point load (one-third span) 132

4.18 Load- mid span deflection curves of FS-HS-2-A, FS-HS-

2-B and FS-HS-2-C specimens 133

4.19 Load-deflection curves of FS-HS-2-A specimens (a) at


4.20 Load-deflection curves of FS-HS-2-UB specimens (a) at


4.21 Load-deflection curves of all full-scale specimens at mid

span 136

4.22 Loads – end slip for all specimens 137

4.23 Loads – end slip comparison for all specimens 140

4.24 Moment-relative rotation curves 147

4.25 Moment-relative rotation curves for all composite slab

specimens 150

4.26 Strain distribution at corrugated steel plate 152

xviii

4.27 Strain distribution at mid span corrugated steel plate 153

4.28 Strain distribution at mid span of corrugated steel plate

(SG6) 154

4.29 Strain distribution 155

4.30 Load against strain at critical cross-section of the

composite slab specimens (L/2) 157

4.31 The strain distribution over the depth of composite slab

specimens at mid span 160

5.1 Slab without composite action: (a) force and

deformation of concrete slab and steel deck; (b) stress

distribution along section height 167

5.2 Slab with full composite action: (a) force and



5.3 Slab with partial composite action: (a) force and



5.4 Steel–concrete composite slab 169

5.5 Composite slab without composite action: (a) no

composite action section; (b) strain distribution along

sectional height; (c) internal forces 170

5.6 Composite beam with full composite action: (a) full



5.7 Composite slab with partial composite action: (a) partial



5.8 Three element of FS-CS specimen 176

5.9 Theoretical and experimental deflection of FS-CS

specimen (without shear connectors) at point load 179

5.10 Five element of FS-HS-1 specimen 180

5.11 Theoretical and experimental deflection of FS-HS-1

(with one line of HSSC studs) specimen at point load 183

5.12 Five element of FS-HS-2 specimen 184

xix

5.13 Theoretical and experimental deflection of FS-HS-2-A

(with two lines of HSSC studs) specimen at point load 186

5.14 Horizontal balance of the concrete unit 189

5.15 The typical forces and deformations of the slab element 191

5.16 The three elements of FS-UB (with U-bolts) specimen 197

5.17 Theoretical and experimental deflection of FS-UB (with

U-bolts shear connectors) specimen at point load 199

5.18 Five elements of FS-HS-1-UB (with UBSC and one line

of HSSC shear connectors) specimen 200

5.19 Theoretical and experimental deflection of FS-HS-1-UB

(with UBSC and one line of HSSC shear connectors)

specimen at point load 203

5.20 Five elements of FS-HS-2-UB (with UBSC and two

lines of HSSC shear connectors) specimen 204

5.21 Theoretical and experimental deflection of FS-HS-2-UB

(with UBSC and two lines of HSSC shear connectors)

specimen at point load 206

6.1 Composite slab model 210

6.2 Support condition and loading pattern in the models 211

6.3 Fine mesh for UBSC shear connector 213

6.4 Fine mesh for HSSC shear connector 214

6.5 medium mesh for profile steel plate 214

6.6 Fine mesh for concrete slab 214

6.7 Load-deflection curves under applied line load 217

6.8 Deflection of numerical models 222

6.9 Load-deflection diagram for the middle section of the

composite slab 223

xx

LIST OF ABBREVIATIONS

AISI - American Iron and Steel Institute

ASCE - American Society of Civil Engineers

BS - British Standard

CGI - Corrugated Galvanized Iron

CRC - Crumb Rubber Concrete

EC4 - Eurocode 4

FEM - Finite Element Modelling

FS - Full-Scale Specimen

HSSC - Headed Studs Shear Connector

LVDT - Linear Variable Displacement Transducer

LRFD - Load and Resistance Factor Design

POCC - Palm Oil Clinker Concrete

PSC - Partial Shear Connection

SDP - Steel Deck Profile

SLS - Serviceability Limit State

UBSC - U-bolts Shear Connector

xxi

LIST OF SYMBOLS

Ap - Cross section area of profile corrugated plate

Ac - Area of concrete

As - Steel deck area

b - Slab width

𝑏𝑜 - Width of the profile steel haunch

C - Internal axial compression in concrete

D - Thicknesses of the concrete in composite slab

d - Height of the corrugated steel sheet in

composite slab

dp - Effective depth of composite slab

e - Centroid axis of profile steel sheeting

𝐸𝑐 - Modulus of elasticity of concrete element

𝐸𝑠 - Modulus of elasticity of steel element

(EI)comp0 - Bending stiffness of the composite slab without

composite action

(𝐸𝐼)𝑐𝑜𝑚𝑝∞ - Bending stiffness of the composite slab with full

composite action

𝑓𝑐 or 𝑓𝑐𝑘 - Concrete cylinder compressive strength

𝑓𝑐𝑡𝑚 - Concrete mean tensile strength

𝑓𝑐′or 𝑓𝑐𝑛 - Concrete cube compressive strength

F - External force

𝑓𝑦𝑝 - Yield strength of corrugated steel plate

𝑓𝑦 - Yield tensile strength of steel material

𝑓𝑢 - Ultimate tensile strength of bolt

xxii

ℎ𝑝 - Depth of the profile steel haunch

hsc - Height of the headed stud

h - Depth of beam section

ℎ𝑡 - Total thickness of composite slab

ℎ𝑐 - Height of concrete slab above profile steel

sheeting

ℎ𝑝 - The height of profile steel sheeting

𝐼𝑐 - Moments of inertia of concrete

𝐼𝑠 - Moments of inertia of steel

𝐼𝑛 - Effective second moment of profile steel area

k - ordinate intercept of reduced experimental

shear-bond line

𝑘 - Curvature of the common deflection

K - Shear stiffness of U-bolts

K - Stiffness matrix for the beam element

kc - Elastic stiffness matrix of the element

L - Length of composite slab

𝐿𝑠 - Shear span length

M - Resisting moment

m - Slope of reduced experimental shear-bond line

𝑀𝑐 - Moment in concrete element

𝑀𝑐 - Moment in steel element

𝑀𝑅 - Design moment resistance

𝑀𝑈 - Ultimate bending moment

m - Shear modulus of the steel–concrete interface

n - Distance from the central axis of the concrete to

that of the corrugated steel sheet

𝑃𝑅𝐾 - Shear connector design resistance

Pu - Ultimate load

Q - External deformation

xxiii

s - Slip at concrete-steel interface

Sp - Effective compression section modulus of

profile steel plate

Sn - Effective section modulus tension of profile

steel plate

T - Axial tension in steel

V - Maximum shear at failure due to full scale tests

V - Shear force of U-bolts

v - shear density transferred by single U-bolt on the

interface

W - Distributed load

Wt - Maximum load

𝑊0.1 - Load cause slip 0.1 mm

cZ and sZ

- Distances from the neutral axes of concrete and

steel components to their top surfaces

respectively

Z - Height of the neutral axial of the total section of

composite slab

𝜌 - Concrete density

δ - Vertical deflection

𝛿𝑢 - Slip at ultimate load

𝛿𝑢𝑘 - Characteristic slip capacity

𝛾𝑣 - Partial factor of safety

τu - Mean ultimate shear stress

τu,Rd - Design value of shear stress

α and φ - Parameters relevant to material properties and

section dimensions in composite slab

σ - Bending stress

휀𝑐 - Concrete strain

휀𝑠 - Steel strain

휀𝑠𝑙𝑖𝑝 - Slip strain

μ - Coefficient of friction

1

CHAPTER 1

INTRODUCTION

1.1 Introduction

Concrete is one of the most important materials in the construction that

promises a lot of advantages. The obvious advantages of concrete are that it can be

cast into any shape, its excellent resistant to water and high temperatures and it

requires less maintenance because of its high durability. Concrete is also known as

an economical material which can reduce the overall project cost. Concrete alone is

not applicable for construction due to its low tensile strength. Concrete can be

strengthen by acting compositely with steel. This is due to the fact that steel materials

have advantage that is not available for concrete (Al Nageim and MacGinley, 2005;

Lui, 1999) such as:

1. High strength/weight ratio: Hence, the dead weight of steel constructions is

relatively small. This property makes the steel a very attractive structural

material for long-span bridges, high-rise buildings and structures located in

seismic areas.

2. High ductility: steel can undergo great plastic deformation before failure, so

providing high reserve strength. This property is referred to as ductility. A

ductile structure has energy-absorbing capacity and will not incur rapid

failure. It shows large visible deformation before collapse.

3. Predictable material properties: Properties of steel can be expected with a

high degree of certainty. Steel indeed shows elastic behaviour up to a

relatively high and well-defined stress level.

2

4. Speed of erection: Steel constructions can be erected rather rapidly.

5. Quality of construction: Steel structures can be built with narrow tolerances

and high-quality workmanship.

6. Ease of repair and adaptation of prefabrication to repetitive use.

7. Expanding existing structures: Steel buildings can be easily expanded by

adding new bays or wings.

8. Steel structures have relatively good fatigue strength.

Therefore, in order to take advantage of both concrete and steel, they can

combine to form composite structure. The composite structure that combine steel and

concrete is composite slab which is more durable, stiffer and strong that using the

materials alone. Composite structure can benefit from both the advantages of

concrete and the advantages of steel together. The ability of composite slab to carry

the loads depends on the degree of connection between the concrete and the steel.

Therefore, whenever the interaction between these two materials is increased, the

capacity and stiffness of composite slab increased.

There are many types of composite slab but the most widely used type of

composite slab is shown in Figure 1.1. The corrugated steel profile sheeting acts as

the tensile reinforcement for the slab and normally the steel sheeting contains

embossments to reduce the relative movements between the steel and concrete. Light

mesh reinforcement is placed in the concrete to resist the cracking and shrinkage.

Shear connectors are used to develop and increase composite action between the slab

and the beam.

3

Figure 1.1: Typical steel and concrete composite constructions (adopted from Crisinel

and Marimon, 2004)

Steel is a material that works very well in tension. Figure 1.2 shows the

plastic stress distribution in the composite slab. The proportions of the concrete slab

and steel section refer to that the plastic neutral axis usually lies within the concrete

slab. Therefore, all steel is in tension. Concrete material works well in compression

but has insignificant resistance in tension. Hence for construction purposes, it

conventionally depend on profiled steel deck to carry the tensile forces (this is the

role played by the steel deck part of the composite cross section, which is efficient

external reinforcement).

Figure 1.2: Plastic stresses distribution of typical composite slab under positive

bending

4

Where;

dp: Effective depth of composite slab

e: Centroid axis of sheeting

Ap: Cross section area of profile corrugated steel plate

fc: Concrete cylinder compressive strength

fyp: Yield strength of corrugated steel plate

ht: Total thickness of composite slab

hc The height of concrete slab above profile steel sheeting

hp The height of profile steel sheeting

The steel part of a cross section undergoes the tension, and the concrete part

(within the effective width) undergoes the compression force. The two materials

should be structurally tied together using different types of shear connectors that are

attached to the upper flange of the steel beam support. This type of shear connector is

considered as end anchorage for composite slab. The profiled steel decking is

sandwiched between the top flange and the base of the stud, and the welding process

links all the three together.

The overall construction system has many significant advantages to offer

when compared to the conventional systems. Composite slabs are the ideal solution

for any type of construction project requiring both maximum technical and

mechanical performance. Additional implicit advantage of this system is that it is

lighter, it has a better quality control, and it reduces site time - fast track construction

and less material handling at site. Furthermore, it has a better ductility and hence

superior lateral load behaviour, better earthquake resistance and the overall

construction depth is reduced because of the relatively short spans used (Altenbach et

al., 2004; Ault and Kelly, 1976). In addition, the choice of this technology

corresponds to certain inevitable requirements found in modern buildings, such as

the composite slab is allowed for using false ceilings and improving planning of the

various stages of execution.

http://www.steelconstruction.info/Steel_construction_products#Decking_for_floors

5

Composite slabs have conventionally found their highest application in steel

framed office buildings, but they are also suitable for the following categories of

building (Figure 1.3):

1. Hospitals and schools

2. Commercial buildings

3. Leisure buildings, cinemas and stadia

4. Industrial buildings and warehouses

5. Refurbishment projects.

6. Housing; both individual houses and residential buildings

Figure 1.3: Applications of composite slab construction

6

1.2 Problem Statements

The problem statements for this study can be given as follow:

1. A composite member is designed to act monolithically. The monolithic

behaviour is possible only if the horizontal shear at the interface between the

two components can be resisted. Traditionally, full composite action can be

achieved by neglecting the interface slip movement between the two

components in the composite member (Ariffin, 2010).

2. The shear bond failure of the composite slab is a big challenge facing by the

designers and researchers. Introducing composite action between the

corrugated steel plate and concrete slab should be based on their strength and

ductility requirements. The improvement of the composite action will be

studied in this research.

3. The headed studs shear connectors (HSSC) is the most famous type of shear

connection device. The shear studs acts with composite slab as end

anchorage. However, the efficiency of using such structural members with

concrete to form composite slab members has not been properly investigated.

4. According to European standards code Eurocode 4 (EN 1994-1-1, 2004), the

method of analysis and design of the composite slab is semi-empirical.

Modifying the existing stiffness method for analysis of every new type of

composite slab will pose a problem.

5. In the literature, the theoretical and numerical analysis for full and partial

composite slab with shear connection along the shear span distance is very

limited and have drawbacks.

7

1.3 Aim and Objectives

The aim of this study is to develop an efficient composite slab system with

fully composite behaviour through experimental work, analytical and numerical

analysis.

Four specific objectives are considered in this study:

1. To develop a new type of shear connectors in which more efficient and able

to obtain composite slab full connection capacity.

2. To study the performance of composite slab with cold formed corrugated

steel and using welded shear studs connectors (HSSC). Also to compare the

difference of the strength between the conventional composite slab,

composite slab with the proposed shear connectors and composite slab with

HSSC shear connectors.

3. To modify the existing elastic stiffness matrix analysis method for predicting

the behaviour of the composite slab with the proposed shears connectors and

to simplify the analysis of composite slab with end anchorage (headed studs

shear connectors)

4. To validate the performance of the proposed composite slab by comparing

empirical result and theoretical predictions with finite element analysis using

ANSYS software.

1.4 Scope of Study

A new type of composite slab system comprising of corrugated steel plate

sections as permeant formwork and concrete as slab is studied. A new type of shear

connectors (U-bolts) is used. This study focuses on the behaviour of full and partial

8

composite slab structural system. The study covers two areas of research; the first

research area is related to the performance of the proposed shear connectors by

experimental work. The second research area is related to the analysis of partial and

full composite slab action by modifying existing stiffness method analysis. The

scopes of the study are as follows:

1. Laboratory test program of composite slab, comprising of eight samples of

composite slab utilizing profile trapezoidal deck type (SDP51-10) that is

commonly available in Malaysian market. Full-scale 2.0 m length simply

supported is tested using four-point load system. These specimens are built

using one type steel deck and concrete grade 35 N/mm2.

2. The first composite slab specimen was made without any shear connection.

The second specimen was constructed with one line shear studs welded to the

support beam while the third, fourth and five specimen were constructed with

two lines of shear studs welded to the support beam. The sixth specimen was

constructed with U-bolts shear connector that was fixed through the profiled

steel sheets. The seventh specimen was constructed with one line of shear

studs with a U-bolts shear connector and finally the eighth specimen was

constructed with two lines of shear studs and a U-bolts shear connector.

3. In experimental work, the composite slab behaviour was investigated by

measuring:

a. Load-deflection behaviour

b. End-slip interface between the concrete and corrugated steel plate

c. Strain distribution at steel and concrete

d. Mode of failure

e. The plasticity of the composite slab based on EN code

f. Stiffness of slab

4. Simplified headed studs shear connectors (HSSC) as rotation spring to analyse

the composite slab with end anchorage was presented. In addition, derivation

9

a stiffness equation for the analysis of the proposed composite slab with U-

bolts shear connector was conducted.

5. A comparison between experimental, theoretical and 3D finite element

analysis results was conducted.

1.5 Significance of the Research

Composite slab are extensively used in construction industry due to their

efficiency in strength, stiffness and material savings (Degtyarev, 2014b). To date,

headed stud shear connectors are commonly used to perform the composite action

between steel beam and concrete slab (Lawson et al., 2001). However, it was found

in many research that headed stud shear connectors is not enough to achieved full

composite slab action. For this reason, a new shear connectors needed to be

developed in an economical manner and easy construction.

The new type of shear connectors that is developed in this study, namely U-

bolt shear connectors (UBSC) is able to reduce the longitudinal shear stress and to

increase the resistance of shear bond at the interface between the steel deck and

concrete. As a result the strength and capacity of composite slab is increased. The U-

bolt shear connectors could also reduce the rotation between the composite slab and

the support beam due to the increment of the composite slab stiffness. On the other

hand, the analysis method for composite slab needs to be modified to be equivalent

with the new shear connectors and with the headed studs shear connectors (HSSC).

The findings from this research may eventually lead to the development or

improvement of the existing system to reduce the longitudinal shear failure of

composite slab. Therefore, using U-bolt shear connectors with composite slab could

significantly increase the strength and stiffness capacities required and achieved full

composite action. It is potentially useful in the construction of longer composite slab.

10

1.6 Thesis Layout

Chapter one presents the general introduction, background of the study,

problem statement, aims and objectives, scope of this research. Significance of the

study and thesis layout are also described in this chapter.

Chapter two details a comprehensive literature review on the area of study

and all published works related to the current study.

Chapter three provides detailed description on the methodology of

experimental work. The fabrication of new shear connectors and their configurations

are presented. Push test specimen configuration, fabrication, instrumentation and test

procedure are described. Also, detailed description on the full–scale composite slab

test i.e. fabrication of the specimen, test setup and procedure are outlined.

Chapter four describes and analysis the experimental results for full-scale

flexural test of composite slabs. Load-deflection curves and load-slip curves of all

specimens and their strength capacity and ductility as well as failure modes are

discussed.

Chapter five presents the theoretical analysis of composite slab using

stiffness analysis method. Also, is the derivation of the modification stiffness

matrixes for composite slab containing the proposed shear connectors which are

fixed along the shear spans distance.

Chapter six expounds the modelling validations of theoretical and

experimental work using three dimension finite element software ANSYS.

Chapter Seven presents the summary of this research, conclusions, and

recommendations for future work development.

231

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