i EXPERIMENTAL INVESTIGATION OF PASSIVE TUNED MASS DAMPER AND FLUID VISCOUS DAMPER ON A SLENDER TWO DIMENSION STEEL FRAME MEISAM GORDAN 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 UniversitiTeknologi Malaysia JANUARY 2014
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i
EXPERIMENTAL INVESTIGATION OF PASSIVE TUNED MASS DAMPER
AND FLUID VISCOUS DAMPER ON A SLENDER TWO DIMENSION STEEL
FRAME
MEISAM GORDAN
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
UniversitiTeknologi Malaysia
JANUARY 2014
iii
To my beloved mother and father
iv
ACKNOWLEDGEMENT
First and foremost, I would like to express my sincerest gratitude and
appreciation to my supervisor, Assoc. Prof. Dr. Abdul Kadir Bin Marsono for his
worthwhile guidance throughout this project. His wide knowledge and his expert
advice during the period I have been carrying out this research, has been of great
value for me. His invaluable comments, kind consideration, encouragement and
support have provided a good basis for the present thesis.
And then I would like to thanks who support me morally to finish my report.
Their precious opinion is useful for me to have an idea in completing this report.
v
ABSTRACT
Vibration is a serious concern for tall buildings added to a natural disaster
such as earthquake, wind storms, sea waves and hurricanes. The risk of occurrence of
structural damage can be decreased by using a controlled vibration system to
increase the damping characteristics of a structure. Damping is defined as the ability
of the structure to dissipate a portion of the energy released during a dynamic loading
event. The aims of this study are (1) to investigate a 4-storey 2D steel frame retrofit
with tuned mass damper to reduce its vibration as well as compare the results with
response displacement of the structure using viscous damper. In this project, the
focus is limited to present an experimental model with semi-rigid connections and to
show its validity by comparing the experimental results (achieved from shaking table
test) with the analytical results obtained from theoretical model (SAP2000 software),
(2) to demonstrate the performance of such a damper when fitted to a structure by
analysis and tests the models and (3) comparison the dynamic responses of the
structure in three verify of: a) using passive tuned mass damper, b) using viscous
damper and c) using the combination of these two damping devices. Therefore, a
series of shaking table tests of the 4-storey 2D steel frame
with and
without passive tuned mass damper (PTMD) and viscous damper (VD) was carried
out to evaluate the performance of the buildings. The results of the experimental tests
illustrate that damping devices decrease the structural responses of slender frame on
shaking table. In addition, effectiveness of passive tuned mass damper is greater than
viscous damper.
vi
ABSTRAK
Getaran adalah satu kebimbangan yang serius untuk bangunan tinggi
ditambah kepada bencana alam seperti gempa bumi , ribut angin, ombak laut dan
ribut taufan. Risiko berlakunya kerosakan struktur boleh dikurangkan dengan
menggunakan sistem kawalan getaran untuk meningkatkan ciri-ciri redaman struktur.
Redaman ditakrifkan sebagai keupayaan struktur untuk menghilangkan sebahagian
daripada tenaga yang dibebaskan semasa acara muatan dinamik. Tujuan kajian ini
ialah (1) untuk menyiasat bingkai keluli (4 tingkat) 2D yang diselaras dengan
peredam untuk mengurangkan getaran. Ia membandingkan keputusan anjakan bebas
struktur dengan struktur diperkuat degan menggunakan redaman likat. Dalam projek
ini , sambungan separa tegar diguna pada ujian dengan keputusan analisis yang
diperolehi daripada model teori (perisian SAP2000) , (2 ) untuk menunjukkan
prestasi peredam yang dipasang pada struktur dengan analisis dan (3) perbandingan
respons dinamik struktur dalam tiga keadaan : a) peredam massa pasif ditala, b) yang
menggunakan peredam likat dan c) menggunakan gabungan kedua-dua peranti
peredam. Oleh itu , satu siri ujian kerangka 4 tingkat kerangka keluli 2D (skala : 1/ 4)
tanpa peredam massa pasif ( PTMD ) dan peredam likat ( VD) telah dijalankan untuk
menilai prestasi kerangka. Keputusan ujian uji kaji menunjukkan bahawa peranti
redaman mengurangkan tindak balas struktur di atas meja getaran. Di samping itu,
keberkesanan peredam massa pasif ditala adalah lebih besar daripada peredam likat.
vii
TABLE OF CONTENTS
CHAPTER TITLE PAGE
DECLARATION ii
DEDICATION iii
ACKNOWLEDGEMENT iv
ABSTRACT v
ABSTRAK vi
TABLE OF CONTENTS vii
LIST OF TABLES xi
LIST OF FIGURES xii
LIST OF SYMBOLS xv
LIST OF ABBREVIATIONS xvii
LIST OF EQUATIONS xviii
1. INTRODUCTION 1
1.1 Types of Loads 1
1.1.1 Static Loads 2
1.1.2 Dynamic Loads 2
1.2 Damping 4
1.3 Research Background 5
1.4 Problem Statement 7
viii
1.5 Objectives 8
1.6 Scope of Study 8
2. LITERATURE REVIEW 10
2.1 Seismic Isolation Systems 10
2.2 Control System 11
2.3 Types of Control Systems 12
2.3.1 Passive Control System 12
2.3.2 Active Control System 14
2.3.3 Semi-Active Control System 15
2.3.4 Hybrid Control System 16
2.4 Tuned Mass Damper (TMD) 17
2.5 Worldwide Examples of High-rise Buildings with Tuned
Mass Damper System 24
2.5.1 Water Tank TMD at Sydney Tower 24
2.5.2 TMD at Chifley Tower 25
2.5.3 TMD System at Citicorp Center, New York City 26
2.5.4 TMD in Taipei 101 High-rise Building 27
2.6 Effectiveness of A Tuned Mass Damper 28
2.7 Types of Tuned Mass Damper 30
2.7.1 Passive Tuned Mass Damper (PTMD) 30
2.7.2 Active Tuned Mass Damper (ATMD) 31
2.7.3 Semi-Active Tuned Mass Damper (SATMD) 32
2.7.4 Multiple Tuned Mass Damper (MTMD) 33
2.8 Tuned Mass Damper Parameters 34
2.9 Auxiliary Damping Systems 34
2.9.1 Viscous Fluid Damper 34
ix
2.9.2 Viscoelastic Damper 36
2.9.3 Friction Damper 36
2.9.4 Electro Rheological and Magneto Rheological
Dampers 37
2.10 Vibration Measurement 38
2.10.1 Vibration System 38
2.10.2 Classification of Vibration 39
2.10.3 Harmonic Motion 40
2.10.4 Degree of Freedom 42
2.11 Dynamic Test Methods on Models 42
2.12 Scale Model Design for the Shaking Table 43
2.13 Experimental Modeling 44
2.14 Scale Modeling 45
2.15 Model Studies of Steel Structures 48
2.16 Structural System 49
2.17 Geometric Scales 50
2.18 Summary 50
3. METHODOLOGY 52
3.1 Material Properties of Scale Models 53
3.2 Dimensions of Frame 54
3.3 Experimental Devices 55
3.3.1 Data Logger 55
3.4 Design the Damping Devices 57
3.5 Flowchart of Experimental Procedure 60
3.6 Summary 61
4. RESULT AND DISCUSSION 62
x
4.1 Testing Procedures 62
4.2 Input Dynamic Loading 64
4.3 Natural Frequency of the Structure 64
4.4 The Design of the Damping Devices 65
4.4.1 Design the Mass of the PTMD 65
4.4.2 Design the Spring of the PTMD 66
4.4.3 Design the Damping Coefficient of the Damping
Devices 66
4.5 The Response of Displacement 67
4.6 Combination of Models 71
4.7 Summary 74
5. CONCLUSION 75
5.1 Suggestion for Future Research 78
REFERENCES 79
APPENDIX 84
xi
LIST OF TABLES
TABLE NO. TITLE PAGE
2.1 World wide applications of Tuned Mass Dampers
(Kwok and Samali, 1995) 21
2.2 Similitude relations (Ramu. M, 2007) 47
2.3 Geometric Scales (Harris and Sabnis, 1999) 50
3.1 Material Properties 54
3.2 Dimensions of the frame 54
3.3 Number of Active Coils (Century Spring Corporation, 2011) 59
4.1 Mass of the PTMD 66
4.2 Characteristics of the springs 66
4.3 Damping Coefficient Parameters 67
4.4 Response displacement of the structure without
damping device 68
4.5 Response displacement of the structure with
viscous damper (VD) 68
4.6 Response displacement of the structure with
passive tuned mass damper (PTMD) 69
4.7 Response displacement of the structure with
combination of damping devices (PTMD & VD) 70
xii
LIST OF FIGURES
FIGURE NO. TITLE PAGE
1.1 Overview of scheme to determine wind effects on structures.