parametric study of blind bolted end-plate...
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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
Resistance and Initial Stiffness
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
Resistance and Initial Stiffness
4.3.6 Influence of End Plate Thickness to Moment
Resistance and Initial Stiffness
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)
Comparison of moment rotation curve among
experimental results, component method and finite
element analysis for FEP2 (Sia, 2013)
Comparison of moment rotation curve among
experimental results, component method and finite
element analysis for FEP3 (Sia, 2013)
Comparison of moment rotation curve among
experimental results, component method and finite
element analysis for FEP4 (Sia, 2013)
Comparison of moment rotation curve among
experimental results, component method and finite
element analysis for EEP1 (Chee, 2013)
Comparison of moment rotation curve among
experimental results, component method and finite
element analysis for EEP2 (Chee, 2013)
Comparison of moment rotation curve among
experimental results, component method and finite
element analysis for EEP3 (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 among
experimental results, component method and finite
element analysis for EEP4 (Chee, 2013)
Comparison of Moment-Rotation Curve with Different
Column Thickness for FEP1
Comparison of Moment-Rotation Curve with Different
Column Thickness for FEP2
Comparison of Moment-Rotation Curve with Different
Column Thickness for FEP3
Comparison of Moment-Rotation Curve with Different
Column Thickness for FEP4
Comparison of Moment-Rotation Curve with Different
Column Thickness for EEP1
Comparison of Moment-Rotation Curve with Different
Column Thickness for EEP2
Comparison of Moment-Rotation Curve with Different
Column Thickness for EEP3
Comparison of Moment-Rotation Curve with Different
Column Thickness for EEP4
Comparison of Moment-Rotation Curve with Different
Yield Strength for FEP1
Comparison of Moment-Rotation Curve with Different
Yield Strength for FEP2
Comparison of Moment-Rotation Curve with Different
Yield Strength for FEP3
Comparison of Moment-Rotation Curve with Different
Yield Strength for FEP4
Comparison of Moment-Rotation Curve with Different
Yield Strength for EEP1
Comparison of Moment-Rotation Curve with Different
Yield Strength for EEP2
Comparison of Moment-Rotation Curve with Different
Yield Strength for EEP3
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
Comparison of Moment-Rotation Curve with Different
Yield Strength for EEP4
Comparison of Moment-Rotation Curve with Different
Hollo-bolt Diameter for FEP1
Comparison of Moment-Rotation Curve with Different
Hollo-bolt Diameter for FEP2
Comparison of Moment-Rotation Curve with Different
Hollo-bolt Diameter for FEP3
Comparison of Moment-Rotation Curve with Different
Hollo-bolt Diameter for FEP4
Comparison of Moment-Rotation Curve with Different
Hollo-bolt Diameter for EEP1
Comparison of Moment-Rotation Curve with Different
Hollo-bolt Diameter for EEP2
Comparison of Moment-Rotation Curve with Different
Hollo-bolt Diameter for EEP3
Comparison of Moment-Rotation Curve with Different
Hollo-bolt Diameter for EEP4
Comparison of Moment-Rotation Curve with Different
Flowdrill Diameter for FEP1
Comparison of Moment-Rotation Curve with Different
Flowdrill Diameter for FEP2
Comparison of Moment-Rotation Curve with Different
Flowdrill Diameter for FEP3
Comparison of Moment-Rotation Curve with Different
Flowdrill Diameter for FEP4
Comparison of Moment-Rotation Curve with Different
Flowdrill Diameter for EEP1
Comparison of Moment-Rotation Curve with Different
Flowdrill Diameter for EEP2
Comparison of Moment-Rotation Curve with Different
Flowdrill Diameter for EEP3
Comparison of Moment-Rotation Curve with Different
Flowdrill Diameter for EEP4
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
Comparison of Moment-Rotation Curve with Different
Blind Bolt Diameter for FEP1
Comparison of Moment-Rotation Curve with Different
Blind Bolt Diameter for FEP2
Comparison of Moment-Rotation Curve with Different
Blind Bolt Diameter for FEP3
Comparison of Moment-Rotation Curve with Different
Blind Bolt Diameter for FEP4
Comparison of Moment-Rotation Curve with Different
Blind Bolt Diameter for EEP1
Comparison of Moment-Rotation Curve with Different
Blind Bolt Diameter for EEP2
Comparison of Moment-Rotation Curve with Different
Blind Bolt Diameter for EEP3
Comparison of Moment-Rotation Curve with Different
Blind Bolt Diameter for EEP4
Comparison of Moment-Rotation Curve with Different
Bolt Types for FEP1
Comparison of Moment-Rotation Curve with Different
Bolt Types for FEP2
Comparison of Moment-Rotation Curve with Different
Bolt Types for FEP3
Comparison of Moment-Rotation Curve with Different
Bolt Types for FEP4
Comparison of Moment-Rotation Curve with Different
Bolt Types for EEP1
Comparison of Moment-Rotation Curve with Different
Bolt Types for EEP2
Comparison of Moment-Rotation Curve with Different
Bolt Types for EEP3
Comparison of Moment-Rotation Curve with Different
Bolt Types for EEP4
Comparison of Moment-Rotation Curve with Different
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
Comparison of Moment-Rotation Curve with Different
Gauge Length for FEP2
Comparison of Moment-Rotation Curve with Different
Gauge Length for FEP3
Comparison of Moment-Rotation Curve with Different
Gauge Length for FEP4
Comparison of Moment-Rotation Curve with Different
Gauge Length for EEP1
Comparison of Moment-Rotation Curve with Different
Gauge Length for EEP2
Comparison of Moment-Rotation Curve with Different
Gauge Length for EEP3
Comparison of Moment-Rotation Curve with Different
Gauge Length for EEP4
Comparison of Moment-Rotation Curve with Different
End Plate Thickness for FEP1
Comparison of Moment-Rotation Curve with Different
End Plate Thickness for FEP2
Comparison of Moment-Rotation Curve with Different
End Plate Thickness for FEP3
Comparison of Moment-Rotation Curve with Different
End Plate Thickness for FEP4
Comparison of Moment-Rotation Curve with Different
End Plate Thickness for EEP1
Comparison of Moment-Rotation Curve with Different
End Plate Thickness for EEP2
Comparison of Moment-Rotation Curve with Different
End Plate Thickness for EEP3
Comparison of Moment-Rotation Curve with Different
End Plate Thickness for EEP4
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
REFERENCES
Abolmaali, A, Matthys, J. H., Farooqi, M., Choi, Y. (2002). Development of
Moment-rotation Model Equations for Flush End-plate Connections. Journal of
Constructional Steel Research. 2005, 61, 1595-1612.
Barnett, T, Tizani, W, Nethercot, D. (2000). Blind bolted moment resisting
connections to structural hollow sections. Connections in Steel Structures IV,
Virginia.
Barnett, T, Tizani, W, Nethercot, D. (2001). The practice of blind bolting
connections to structural hollow sections: a review. Steel and Composite
Structures: 1; 1-16.
Blind Bolt (2009). Blind Bolt Technical Details.
Blind Bolt (2013). Fitting details for the Blind Bolt, viewed 3 December 2013,
<http://www.blindbolt.co.uk/downloads/fittinginstructionsbb.pdf>
Bijlaard F. S. K. (2006). Joints in Steel Structures based on Eurocode 3.
British Standards Institution (2005). Eurocode 3: Design of Steel Structures. Part 1-8:
Design of Joints, BS EN 1993-1-8:2005.
Chee, W.S. (2013). Experimental Investigation of Blind Bolted Extended End-Plate
Connections on Square Hollow Section. Bachelor of Civil Engineering Thesis.
Universiti Teknologi Malaysia.
Core77 (2012). Cox Architecture & Design’s Helix Bridge Gives New Meaning to
“Design DNA”, viewed 3 December 2013,
<http://www.core77.com/blog/architecture/cox_architecture_designs_helix_brid
ge_gives_new_meaning_to_design_dna_21603.asp>
Elghazouli, A, Malaga-Chuquitaype, C, Castro, J, Orton, A. (2009). Experimental
monotonic and cyclic behavior of blind-bolted angle connections. Engineering
Structures. 31(11); 2540-2553.
102
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