parametric study of blind bolted end-plate...

PARAMETRIC STUDY OF BLIND BOLTED END-PLATE CONNECTION ON

STRUCTURAL SQUARE HOLLOW SECTION

SEAH IVY

A project report submitted in partial fulfillment of the

requirements for the award of the degree of

Master of Engineering (Civil - Structure)

Faculty of Civil Engineering

Universiti Teknologi Malaysia

AUGUST 2014

iii

ACKNOWLEDGEMENT

First and foremost, thank you to our Father in Heaven for giving me wisdom

in completing this project as a part to complete the requirement of Master of

Engineering (Civil - Structure).

I would like to express my sincere and deepest gratitude to my supervisor, Dr.

Shek Poi Ngian for his helpful advice, knowledge and supervision. His valuable

encouragement, time spent and patience dedicated to my study are truly appreciated.

Thank you to my best friends who are always there for me through thick and

thin giving me support mentally. I would also like to express love and gratitude to

my parents for their understanding and encouragement throughout my study period.

Last but not least, I would like to express my gratitude to Faculty of Civil

Engineering, Universiti Teknologi Malaysia for their valuable contributions.

iv

ABSTRACT

This project involves the parametric study of blind-bolted end-plate

connections between square hollow section columns and open beams. Blind bolts are

defined as bolts that can be access for installation from one side of the connection

only, where the application can referring to the case of connecting the end-plate of a

beam to a hollow column. Blind bolts offer many advantages including strengths and

sizes comparable to ordinary bolts and therefore it has potential use in tension

applications as well as in moment resisting connections. Currently, many research

works have been carried out using H or I profiles but not many using structural

hollow sections. Furthermore, the theoretical method to predict moment resistance of

an I-beam connected to square hollow section column is not established yet. Study

has been conducted by firstly, predicting the moment resistance and rotational

stiffness using theoretical Gomes method and component method. Secondly,

theoretical model and experimental results will be validated. The proposed

theoretical model with higher accuracy is used to perform a parametric investigation

into the key factors influencing the behaviour of blind-bolted end-plate connections.

Parameters such as column face thickness, yield strength, blind-bolt types and sizes,

gauge length and end-plate thickness are investigated. Moment resistance and

rotational stiffness have been established using theoretical Gomes method and

component method. Based on the results, the comparison to the experimental results

shows that component approach has over predicted the initial stiffness of the

connection by a ratio of 3.93 to 6.02 and underestimated the moment resistance of

the connection by ratio of 0.52 to 0.96. The parametric study shows that column

thickness, bolt size and end plate thickness are the main key factors that influence the

moment resistance and initial stiffness of the connections.

v

ABSTRAK

Projek ini melibatkan kajian parametrik sambungan plat hujung bolt buta

antara tiang keratan geronggong segiempat (SHS) dan rasuk terbuka. Bolt buta

ditakrifkan sebagai bolt yang boleh akses untuk pemasangan dari satu sisi sahaja,

dimana aplikasinya merujuk kepada kes yang menyambung plat hujung sesuatu

rasuk kepada tiang berongga. Bolt buta menawarkan banyak kelebihan termasuk

kekuatan dan saiz setanding dengan bolt biasa dan oleh itu ia mempunyai potensi

penggunaan dalam aplikasi ketegangan dan juga dalam sambungan momen rintangan.

Kini, banyak penyelidikan telah dilakukan dengan menggunakan H atau I profil

tetapi tidak banyak menggunakan keratan berongga struktur. Tambahan pula, kaedah

teori untuk meramalkan momen rintangan bagi I-rasuk yang disambung kepada tiang

SHS tidak ditubuhkan lagi. Kajian telah dijalankan dengan pertamanya, meramalkan

momen rintangan dan kekakuan putaran menggunakan teori kaedah Gomes dan

kaedah komponen. Kedua, model teori dan keputusan eksperimen akan disahkan.

Model teori yang dicadangkan dengan ketepatan yang lebih tinggi digunakan untuk

melakukan siasatan parametrik ke dalam faktor-faktor utama yang mempengaruhi

tingkah laku sambungan plat hujung bolt buta. Parameter seperti ketebalan tiang

muka, kekuatan alah, jenis bolt buta dan saiz, panjang tolok dan ketebalan plat

hujung telah disiasat. Momen rintangan dan kekakuan putaran telah ditubuhkan

dengan menggunakan teori kaedah Gomes dan kaedah komponen. Berdasarkan

kepada keputusan, perbandingan dengan keputusan eksperimen menunjukkan

bahawa kaedah komponen telah lebih meramalkan kekukuhan awal sambungan

dengan nisbah 3.93 hingga 6.02 dan momen rintangan sambungan di bawah

anggaran dengan nisbah 0.52 hingga 0.96. Kajian parametrik menunjukkan bahawa

ketebalan tiang, saiz bolt dan ketebalan plat hujung adalah faktor utama yang

mempengaruhi rintangan momen dan kekakuan awal dalam sambungan.

vi

TABLE OF CONTENTS

CHAPTER TITLE PAGE

TITLE OF PROJECT

DECLARATION

ACKNOWLEDGEMENT

ABSTRACT

ABSTRAK

TABLE OF CONTENTS

LIST OF TABLES

LIST OF FIGURES

LIST OF ABBREVIATIONS

LIST OF SYMBOLS

LIST OF APPENDICES

i

ii

iii

iv

v

vi

ix

x

xvi

xvii

xviii

1 INTRODUCTION 1

1.1 General

1.2 Problem Statement

1.3 Objectives of the Study

1.4 Scope of Study

1.5 Expected Findings

1.6 Significance of Study

1

4

6

6

7

7

2 LITERATURE REVIEW 8

2.1 Blind Bolting System 8

vii

2.1.1 Flowdrill

2.1.2 Hollo-bolt by Lindapter

2.1.3 Ajax ONESIDE

2.1.4 Blind Bolt

2.2 Joints in Steel Structures

2.2.1 Terms and definitions

2.2.2 Connections Made with Bolts

2.3 Design Moment-Rotation Characteristic

2.4 Component Method

2.5 Previous Studies

2.5.1 Application of Component Method to Joints

between Hollow and Open Sections

2.5.2 I-beam to SHS column via bolted T-stub

2.5.3 Parametric study on the strength and initial

stiffness of a blind-bolt connection

8

9

10

11

11

12

14

16

17

19

20

22

22

3 METHODOLOGY 24

3.1 Introduction 24

3.2 Flow Chart of Research Methodology 25

3.3 Gomes Method

3.3.1 Design Resistance

3.3.2 Stiffness Calculation

3.3.3 Example Calculation using Gomes Method

27

27

27

28

3.4 Component Method

3.4.1 Moment Resistance

3.4.2 Initial Stiffness

3.4.3 Example Calculation using Component Method

3.5 Validation of Theoretical Prediction to Experimental

Results

3.6 Parametric Study

35

39

39

40

46

52

4 RESULTS AND DISCUSSION

4.1 Introduction

53

53

viii

4.2 Validation to Experimental Results

4.3 Parametric Study

4.3.1 Influence of Column Thickness to Moment

Resistance and Initial Stiffness

4.3.2 Influence of Yield strength to Moment


4.3.3 Influence of Bolt Sizes to Moment Resistance

and Initial Stiffness

4.3.3.1 Hollo-bolt

4.3.3.2 Flowdrill

4.3.3.3 Blind Bolt

4.3.4 Influence of Bolt Types to Moment Resistance

and Initial Stiffness

4.3.5 Influence of Gauge Length to Moment


4.3.6 Influence of End Plate Thickness to Moment


53

55

55

61

66

66

71

76

82

87

92

5 CONCLUSIONS AND RECOMMENDATIONS 98

5.1 Introduction 98

5.2 Conclusions 98

5.3 Recommendations for Future Study 100

REFERENCES

101

Appendix A 104

ix

LIST OF TABLES

TABLE NO. TITLE PAGE

2.1

3.1

3.2

4.1

4.2

Categories of bolted connections (BSI, 2005)

Design check on different zones (SCI,1995)

Parameters and Range involved in Parametric Study

Initial Stiffness for Experiment, Gomes method and

Component method

Moment Resistance for Experiment, Gomes method and

Component method

15

36

52

54

54

x

LIST OF FIGURES

FIGURE NO. TITLE PAGE

1.1

1.2

1.3

1.4

1.5

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

Helix Bridge in Singapore (Core77, 2012)

Melbourne Sports and Aquatic Centre (MSAC)

(Panoramio, 2009)

Blind bolts that connects open section to hollow section

(Blind Bolt, 2009)

Beam to Square Hollow Section Joint (Weynard and

Jaspart, 2003)

Present situation for the design of steel joints based on

Eurocode 3 (Weynard and Jaspart, 2003)

Flowdrill process (Flowdrill, 2013)

Installation of Hollo-bolt (Hollo-bolt, 2013)

Installation of ONESIDE (Lee et. al, 2010)

Installation of Blind Bolt (Blind Bolt, 2013)

Parts of a beam-to-column joint configuration (BSI,

2005)

Joint configurations (BSI, 2005)

Design moment-rotation characteristic of a joint (BSI,

2005)

Application steps of Component Method (Weynard and

Jaspart, 2003)

Identification of components in a joint with an extended

end plate (Weynard and Jaspart, 2003)

2

2

3

4

5

9

9

10

11

13

14

17

18

20

xi

2.10

3.1

3.2

3.3

3.4

3.5

3.6

3.7

3.8

3.9

3.10

3.11

3.12

3.13

3.14

3.15

3.16

Types of failure mechanism (Weynard and Jaspart, 2003)

Flow chart of research methodology

Component method design check on different zones

(SCI, 1995)

Steps in calculating the distribution of bolt forces (SCI,

1995)

Mode 1 (SCI, 1995)

Mode 2 (SCI, 1995)

Mode 3 (SCI, 1995)

Distribution force of bolt rows (SCI, 1995)

Arrangement of test specimen (Chee, 2013)

Actual Arrangement of tested specimen (Sia, 2013)

Comparison of moment rotation curve among

experimental results, component method and finite

element analysis for FEP1 (Sia, 2013)












element analysis for EEP1 (Chee, 2013)







21

26

35

36

37

38

38

39

46

47

48

48

49

49

50

50

51

xii

3.17

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.8

4.9

4.10

4.11

4.12

4.13

4.14

4.15




Comparison of Moment-Rotation Curve with Different

Column Thickness for FEP1








Column Thickness for EEP1








Yield Strength for FEP1








Yield Strength for EEP1





51

57

57

58

58

59

59

60

60

62

62

63

63

64

64

65

xiii

4.16

4.17

4.18

4.19

4.20

4.21

4.22

4.23

4.24

4.25

4.26

4.27

4.28

4.29

4.30

4.31

4.32




Hollo-bolt Diameter for FEP1








Hollo-bolt Diameter for EEP1








Flowdrill Diameter for FEP1








Flowdrill Diameter for EEP1







65

67

68

68

69

69

70

70

71

72

73

73

74

74

75

75

76

xiv

4.33

4.34

4.35

4.36

4.37

4.38

4.39

4.40

4.41

4.42

4.43

4.44

4.45

4.46

4.47

4.48

4.49


Blind Bolt Diameter for FEP1








Blind Bolt Diameter for EEP1








Bolt Types for FEP1


Bolt Types for FEP2


Bolt Types for FEP3


Bolt Types for FEP4


Bolt Types for EEP1


Bolt Types for EEP2


Bolt Types for EEP3


Bolt Types for EEP4


Gauge Length for FEP1

78

78

79

79

80

80

81

81

83

83

84

84

85

85

86

86

88

xv

4.50

4.51

4.52

4.53

4.54

4.55

4.56

4.57

4.58

4.59

4.60

4.61

4.62

4.63

4.64








Gauge Length for EEP1








End Plate Thickness for FEP1








End Plate Thickness for EEP1







88

89

89

90

90

91

91

93

94

94

95

95

96

96

97

xvi

LIST OF ABBREVIATIONS

SHS - Square Hollow Section

RHS - Rectangular Hollow Section

EEP - Extended End-Plate

FEP - Flushed End-Plate

xvii

LIST OF SYMBOLS

ϕ - Rotation (mRad)

MRd - Moment Resistance (kNm)

Sj,ini - Initial Stiffness (kNm/mRad)

tc - Column Thickness (mm)

fy - Yield Strength (N/mm2)

dm - Bolt Size (mm)

g - Gauge Length (mm)

tp - End Plate Thickness (mm)

xviii

LIST OF APPENDICES

APPENDIX TITLE PAGE

A Tables of effective length of yield line in equivalent T-

stub

104

CHAPTER 1

INTRODUCTION

1.1 General

Steel frames are usually designed with hot-rolled or built-up H or I profiles.

There are many research works have been carried out in the connection of this field

but less in structural hollow sections. In recent years, the focus has been shifted on

the connection of I beams to structural hollow section columns. Structural hollow

section is a type of metal profile with a hollow tubular cross section. Square and

circular hollow sections are suitable as columns because of its uniform geometry that

contributes to torsion resistance. Besides that, structural hollow sections have a

higher load carrying capacity and light weight in nature, reduces material costs in

compared to open sections. In general, structural hollow section has good structural

efficiency, reliability and aesthetical values.

Structural hollow sections have been used commonly as tubular trusses in the

construction of some of the well known public landmarks such as the Helix Bridge in

Singapore and the Melbourne Sports and Aquatic Centre (MSAC). Figure 1.1 shows

the Helix Bridge that comprises two delicate helix structures that act together as a

tubular truss to resist the design loads as inspired by the form of the curved DNA

structure. As for the reconstruction of MSAC for the 2006 Commonwealth Games, it

2

has used over 800 tonnes of pipe and rectangular hollow section (RHS) (Orrcon Steel,

2013). Figure 1.2 shows part of the MSAC which is constructed using steel pipes and

RHS.

Figure 1.1: Helix Bridge in Singapore (Core77, 2012)

Figure 1.2: Melbourne Sports and Aquatic Centre (MSAC) (Panoramio, 2009)

Until recently, welding has been the popular method to connect open beams

to structural hollow sections. The high costs and labour-intensive procedures

involved with welding have limited the use of hollow section as structural members.

3

Furthermore, welding is difficult to inspect, needs high quality control and must be

performed in dry weather. One of the ways to connect I-beams to structural hollow

section columns is by using the blind bolting system to replace the conventional

method of welding. Blind fasteners have been developed as a fixing for blind hole

applications, providing more flexibility in those applications where space and

accessibility is limited. Blind fasteners are unique in its design, requiring no special

tools for fittings and no oversize hole diameters, thus allowing fewer fixings to be

used, yet retaining rigidity and shear and tensile strength in application. Besides,

blind fasteners can be removed, allowing maintenance activity to take place.

Blind fasteners offer many advantages including strengths and sizes

comparable to ordinary bolts and therefore it has potential use in tension applications

as well as in moment resisting connections. There are many types of blind fasteners

including Lindapter Hollo-bolt, flowdrilled bolts, blind-bolt and Ultra-twist blind

fasteners. Each type of fastener differs in the bolt components, resistance mechanism

and method of installation. Besides, blind fasteners are also very flexible in its fixing,

which can be used in vertical and horizontal fittings. Hence, it is obvious that the

restrictions and limitations imposed by welding can be overcome by using blind

bolting system in hollow structures to facilitate easier fabrication, transportation and

erection. Figure 1.3 depicts how open section is connected to hollow section by using

blind bolt.

Figure 1.3: Blind bolts that connects open section to hollow section (Blind Bolt,

2009)

Connections determined ways moment and axial load are being transferred

between structural members. There are three types of connections that reflect the

4

degree of moment transferred between members, such as rigid-connections, semi-

rigid connections and simple connections. The rigid connection and simple

connection are the idealized assumptions that indicating full-moment transfer and

zero moment transfer; the semi-rigid connection is in actual condition which stand in

between. Semi-rigid or also known as partial strength is usually associated with a

connection having a moment capacity less than the moment capacity of the

connected beam (SCI & BCSA, 1995). Two typical types of semi-rigid connections

are Flush End-Plate (FEP) and Extended End-Plate (EEP) as shown in Figure 1.4.

Both semi-rigid connections will be studied in this project.

(a) Extended End-Plate (b) Flush End-Plate

Figure 1.4: Beam to Square Hollow Section Joint (Weynard and Jaspart, 2003)

1.2 Problem Statement

Various methods may be used for the establishment of moment-rotation

curves and initial stiffness of semi-rigid joints such as empirical, mechanical,

analytical and experimental tests. Many studies involving bolted EEP and FEP

connections with open section column and I shaped cross sections have been

conducted in the past few years. By assembling the contribution of the individual

components, the recognised component method is used to represent the behaviour of

5

a connection. This analytical method has been adopted in Eurocode 3 part 1-8 (BSI,

2005).

Theoretical approach based on the mechanical component method has been

developed in the case of joints between H or I sections. It allows a theoretical

evaluation of the stiffness and resistance properties of a wide range of joint

configurations and connection types. However, the design rules for joints between

tubular hollow sections are based on simple theoretical models where they are fitted

through comparisons with experimental tests but only cater for shear resistance. The

formulae generally give estimation of the resistance but no stiffness evaluation is

provided. For “mixed” configurations such as I beam to structural hollow section

connections, Annex K of Eurocode 3 (EC3) gives some guidelines for welded

connections but not bolted connections (Weynard and Jaspart, 2003).

Figure 1.5: Present situation for the design of steel joints based on Eurocode 3

(Weynard and Jaspart, 2003)

Actual behaviour of joints using blind bolt between open beams and tubular

columns should include moment resistance and initial stiffness and categorised as

moment connection. Besides that, Steel Construction Institute (SCI) has also built a

standardized connection table to ease convenience of engineers in designing

connections of I beam to open sections. To date, there are still no design

6

formulations for joint of an I-beam to square hollow section column. Therefore, a

study must be carried out on the formulation of these joint. After validation against

component method results and experimental results, a parametric investigation will

be conducted into several key factors influencing the behaviour of blind-bolted

connections.

1.3 Objectives of the Study

The objectives of this study are:

(i) To predict the moment resistance and rotational stiffness using theoretical

component method and Gomes method.

(ii) To validate theoretical model with experimental results.

(iii) To carry out parametric study with different configuration.

1.4 Scope of Study

This parametric study involves blind-bolted end-plate connections between

tubular columns and open beams using theoretical models. A total of eight specimens

which comprise of four Flushed End-Plate (FEP) specimens and four Extended End-

Plate (EEP) specimens are proposed. The proposed models are based on the Gomes

method and component method to predict the initial stiffness and moment resistance

of blind-bolted end-plate connections. After validation against experimental results,

the model is employed in a parametric investigation into several key factors

influencing the behaviour of blind-bolted end-plate connections, namely: the column

face thickness, yield strength, various bolt types and sizes, gauge length (defined

here as the horizontal distance between two bolts) and end plate thickness. Based on

these findings, optimization can be carried out for the configuration of blind-bolted

end-plate connections by considering the influence of each key factor.

7

1.5 Expected Findings

In this research, the behaviour of the connection will be studied based on

theoretical component and Gomes method. Moment-rotation curves will be

developed from formulation to investigate the initial stiffness and strength of the

connection.

This theoretical study will be compared with experimental results. The

outcome can be used in determining the suitability of blind bolts in connecting the

hollow section and also suggestions for improvement in formulation. After

completion of the parametric study , it will also determine the key factors influencing

the behaviour of blind-bolted end-plate connections.

1.6 Significance of Study

The significance of this study is to establish formulation based on Gomes

method and develop a reliable analytical model for blind bolted connection. It is also

to investigate the performance of blind bolt Flushed End-Plate (FEP) and Extended

End-Plate (EEP) in term of strength and stiffness based on Gomes method.

Besides that, this study involves the investigation of the connection with

different parameters. A standardized connection table for blind bolt Flushed End-

Plate (FEP) and Extended End-Plate (EEP) connection on square hollow section

column can be developed in future. The standardized connection table will give

convenience and ease practicing engineers in designing the connection between I–

beam and square hollow section.

101

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