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.
(Kijewski, Haan, & Kareem, 2001) 3
2.1 Types of damping(Pashaei, 2004) 12
2.2 Conventional structures (Soong & spencer Jr, 2002) 13
2.3 Structure with Passive Energy Dissipation (PED) Scheme
(Soong & Spencer Jr, 2002) 13
2.4 Structure with Active Control Scheme
(Soong & Spencer Jr, 2002) 14
2.5 Structure with Semi Active Control Scheme
(Soong & spencer Jr, 2002) 16
2.6 Structure with Hybrid Control Scheme
(Soong & spencer Jr, 2002) 17
2.7 Schematic of a TMD (Kourakis, 2007) 18
2.8 One degree of freedom system fitted with TMD
(Kwok & Samali, 1995) 19
2.9 A tuned mass damper (TMD) system in horizontal and vertical
position(Pashaei, 2004) 20
2.10 Water tank TMD at Sydney Tower (Kwok et al., 1995) 24
2.11 TMD at Chifley Tower (Kwok et al., 1995) 25
2.12 TMD system at Citicorp Center, New York City
(Kwok et al., 1995) 26
2.13 TMD in Taipei 101(Infanti et al., 2008) 27
2.14 Effectiveness of a TMD (Hartog J. P., 1985) 28
xiii
2.15 An active mass damper and active tuned mass damper
(Pashaei, 2004) 32
2.16 A viscous damper
(http://www.oiles.co.jp/en/menshin/building/control/bmd.html) 35
2.17 A viscous damper in a structure (Pashaei, 2004) 35
2.18 A friction damper device and its application 37
2.19 Schematic view of ER/MR damper (Pashaei, 2004) 38
2.20 Plot of a harmonic motion (Equation 2.3) (Thomson, 1993) 41
2.21 Single degree of freedom systems 42
2.22 Structural system graph (Marsono, 2012) 49
3.1 Elevation of the Frame 53
3.2 Shaking Table 55
3.3 USB Accelerometer, Model XLR8R 56
3.4 Scheme Distribution of the Accelerometers 56
3.5 Characteristics of the spring 58
3.6 Flowchart of the experimental procedure 60
4.1 Experimental setup 63
4.2 Input Dynamic Harmonic Loading 64
4.3 Natural frequency of the frame at x direction 65
4.4 Response displacement of the unequipped structure 68
4.5 Response displacement of the structure with viscous damper 69
4.6 Response displacement of the structure with
passive tuned mass damper 69
4.7 Response displacement of the equipped structure with
combination of damping devices 70
4.8 Comparison the displacement of the structure with and without
viscous damper 71
4.9 Comparison the response displacement of the structure
without damper and with tuned mass damper 71
4.10 Comparison the response displacement of the structure
without damper and with combination of damping devices 72
4.11 Comparison the effectiveness of tuned mass damper
and viscous damper 72
xiv
4.12 Comparison the effectiveness of damping devices
and tuned mass damper 73
4.13 Comparison the effectiveness of damping devices
and viscous damper 73
4.14 Response displacement of the structure with
and without damping devices 74
5.1 Response displacement of the frame with and without TMD 76
5.2 Comparison the effectiveness of tuned mass damper
and viscous damper 76
5.3 Changing the behavior of the frame with adding
damping devices 77
5.4 Outcomes of SAP2000 77
xv
LIST OF SYMBOLS
- Amplitude of the motion
- Damping coefficient
C - A constant determined
- Damping coefficient of damper
- Wire diameter
D - Mean diameter
- Output force
- Optimum natural frequency
- Natural Frequency of Damper
- Natural Frequency of Structure
- Spring steel modulus
- Damping Ratio
- Optimum Damping Ratio of damper
- Stiffness of structure
- Stiffness of damper
- Mass of the structure
- Mass of damper
n - A constant exponent
n - Number of active coils
N - Number of total coils
- Circular frequency of the motion
- Frequency of damper
- Excitation
- Time
xvi
- Velocity
- Acceleration
- Displacement of the damper
- Mass ratio
xvii
LIST OF ABBREVIATIONS
2D - Tow dimension
ATMD - Active Tuned Mass Damper
TMD - Tuned Mass Damper
PTMD - Passive Tuned Mass Damper
PED - Passive Energy Dissipation
MTMD - Multiple Tuned Mass Dampers
STMD - Smart Tuned Mass Damper
TLD - Tuned Liquid Dampers
TLCD - Tuned Liquid Column Damper
TSD - Tuned Sloshing Damper
VD - Viscous Damper
SDOF - Single Degree Of Freedom
xviii
LIST OF EQUATIONS
EQUATION NO. TITLE PAGE
2.1 Natural frequency 35
2.2 Periodic motion 35
2.3 Harmonic motion 35
2.4 Frequency 35
3.1 Mass ratio 47
3.2 Optimum damping ratio 48
3.3 Optimum natural frequency of the damper 48
3.4 Damping coefficient 48
3.5 Stiffness of the TMD 48
3.6 Characteristics of the spring 49
1
CHAPTER 1
1. INTRODUCTION
In last decades a large number of tall structures have been proposed and built
worldwide. In our modern society, tall structures are an essential component of new
civilization. Generally, these structures are designed to resist static loads. On the
other hand, they may be subjected to dynamic loads like earthquakes, winds, waves,
and traffic. These loads can cause intensive and continuous vibrational motions that
damage to the structure and human inhabitants. Because of this, safer tall buildings
should be designed.
1.1 Types of Loads
There are two types of forces that may act on structures, namely static and
dynamic forces (Filiatrault, 2002).
2
1.1.1 Static Loads
Static loads are those that are gradually applied and remain in place for longer
duration of time. These loads are not time dependent. As an illustration, a live load
on a structure is considered as a static load. Most loading applied to civil-engineering
structure, includes seismic loads, are usually considered as an equivalent static loads.
The amplitude, direction and location of a static load do not vary with time
(Filiatrault, 2002).
1.1.2 Dynamic Loads
Dynamic loads are time dependent. Earthquake loads, machinery vibrations
and blast loadings are examples of dynamic loads. The amplitude, direction and
location of a dynamic load vary with time. The main purpose of structural dynamics
is to evaluate the time variations of stresses and deformations in structures caused by
arbitrary dynamic loads (Filiatrault, 2002). Dynamic loads on tall structures; such as
those stemming from wind and earthquake can cause human discomfort, motion
sickness and sometimes endanger structural safety and integrity (Aldawod, Samali,
Naghdy, & Kwok, 2001).
Random loads are described by statistical parameters (mean, standard
deviation, frequency contents, etc.) (Filiatrault, 2002).
The amplitude, direction and location of a deterministic load are known at all
times. Two classes of deterministic loads can be differentiated: periodic loads and
non-periodic loads (Filiatrault, 2002).
3
Wind is a phenomenon of great complexity because of the many flow
situations arising from the interaction of wind with structures ( Mendis, Ngo, Haritos,
& Hira, 2007).
Modern structures move toward taller and more bendable designs, hence the
problems of wind effects on these types of structures endanger structural integrity as
well as increase human discomfort. As a result, a various group of contributions must
be considered, as illustrated in Figure 1 (Kijewski, Haan, & Kareem, 2001).
Figure 1.1 Overview of scheme to determine wind effects on structures. (Kijewski,
Haan, & Kareem, 2001)
4
Earthquake loads are lateral loads. Ground moves suddenly in horizontal and
vertical directions. Earthquakes create vibrations on the ground that are translated
into dynamic loads which cause the ground and anything attached to it to vibrate in a
complex manner and causing damage to buildings and other structures (S & R,
2012).
Earthquakes are occasional forces on structures that may occur during the
lifetime of buildings. As seismic waves move through the ground, they create a series
of vibrations. These movements are translated into dynamic loads or inertial forces
that cause the ground and anything attached to it to vibrate in a complex manner.
These inertial forces cause damage to buildings and other structures (S & R, 2012).In
short, earthquake is focus to cause extensive damage in certain areas, and relatively
little damage in others (Wen, Hu, & Chau, 2002).
1.2 Damping
Damping is associated with the energy dissipation properties of a material or
system under cyclic stress. Damping in a vibrating structure is associated with the
dissipation of mechanical energy, usually by converting into thermal energy
(Pashaie, 2004).
Damping sources normally classified into following deferent types includes:
Material Damping, System Damping, Radiation Damping, Auxiliary Damping
(Pashaie, 2004).
A damper is an active or a passive control device that helps to suppress the
vibration of a structure by dissipating energy through it when it is excited by
dynamic forces. The role of such devices has gained considerable importance as the
5
structures in various applications are now becoming more flexible and lightly
damped (Sarkar & Gudmestad, 2013).
Dynamic vibration absorbers (DVAs) are well-established passive vibration
control devices attached to structures susceptible to vibrations such as high-rise
buildings, long-span bridges and light-weight floor systems. The first DVA was
invented in the form of a spring supported mass in 1911. The limitations on the
controlled frequency range lead to the introduction of a damping element parallel to
the spring; hence the damped DVA was born in 1928.The design of DVAs involves
selection of three parameters: mass, frequency and damping. Mass is usually selected
based on the physical constraints pertaining to the specific application and specified
as a ratio to the mass of the primary vibrating system. The frequency of a DVA is
also usually specified as a ratio of damping to the frequency of the primary system
(Tigli, 2012).
1.3 Research Background
Damping is a phenomenon in mechanical system where the vibrational
energy is absorbed and dissipated during oscillation. Research on the damping
properties of solid materials and their engineering significance was started almost
250 years ago. However, the complexity of damping phenomenon has prevented a
complete understanding of the mechanisms by which the vibrational energy is
dissipated (Pashaei, 2004).
Many of research centers inside and outside of universities were established
all over the world to investigate damping in the structure and materials. The
‗Architecture Institute of Japan‘ (ALJ) and the ‗Building Research Establishment‘
(BRE) in the UK are examples of such centers. ALJ carried out dynamic tests on 123
steel structures and 66 reinforced concrete structures. In the nineteenth century, many
6
vibration studies were undertaken on the viscosity of metals and non-linear nature of
their viscosity. Some investigations were carried out on ‗initial friction‘ oh iron,
silver, copper and other metals. Also, the effects of variables such as amplitude and
frequency of the vibration as well as the initial strain and the size of the body were
studied. During the nineteenth century about 25 papers on damping were published.
During the last four decades huge efforts were spent by physicists, mechanical and
structural engineers to find the damping characteristics in metals, structures and
buildings. During these years thousands of papers have been published. However,
damping is still not exactly understood and efforts to understand the nature of this
phenomenon is continued (Pashaei, 2004). Unfortunately, the study of it as a
vibration is focusing on an isolated cases by not considering whole system.
Several groups of researchers are involved in research in damping with
different aims. For instance the mechanical engineers are concerned about many
unwanted vibrations in mechanical devices and machines. Civil engineers are another
group who are involved in research on damping. They are responsible for
constructing buildings to resist against powerful winds and earthquakes. The civil
engineers are concerned with strong winds especially in tall buildings, frequently,
cause notable vibrations which can cause anxiety and discomfort to the building‘s
occupants. Absorption and dissipation of the vibrational energy is one of the best
methods of reducing motions induced by the winds and earthquakes in buildings and
structures. Also, to predict the behavior of the structures and analyses them, it is
necessary to know the damping characteristics of structures (Pashaei, 2004).
The vibrations of the tall buildings are serious concerns to both engineers and
architects for the protection of the structure safety and occupant comfort. These
structures are subjected to huge dynamic loadings from the winds, earthquakes, water
waves, traffics and human motions. The large vibration amplitude can damage the
main structures or the secondary structures. It also causes a discomfort to human.
General research has been conducted to mitigate this harmful vibration, by, for
example, structure design, vibration isolation systems, and auxiliary damping
systems. Among these methods, the tuned mass damper (TMD) has been proved to
be a very simple and effective vibration suppression device, with many practical
7
implementations on tall buildings, such as Taipei 101 in Taipei, Citi Group Building
in New York, and many others (Chey, 2007).
It is well accepted that earthquakes will continue to occur unpredictably, and
cause significant social structural and economic damage. Assessing earthquake risk
and improving engineering strategies to mitigate damage are thus the only viable
options to create more resilient cities and communities. Geologists, seismologists and
engineers are continuing their efforts to improve zoning maps, create reliable
databases of earthquake processes and their effects, increase understanding of site
characteristics, and develop earthquake resistant designs. As for the engineer, the
ultimate goal is to design damage free, cost effective structures that will behave in a
predictable and acceptable manner to maximize life safety and minimize damage.
The challenges are therefore to develop new techniques and to improve on the
existing practices so that the performance of these structures is predictable and
acceptable. Acceptable means minimal or no damage for credible design events with
no loss of life safety (Chey, 2007).
1.4 Problem Statement
The problem statements of this project are:
Slender structures face some huge vibration than short structures through
wind excitations or seismic motions. Tall structure is subjected to vibration which
may come from wind excitations and earthquakes. In this type of structure only
natural damping is naturally present and it is not sufficiently in order to resist a
strong movement. In other words, if a slender structure faces a powerful vibration
such as that come from seismic motions, tall structure may collapse due to excessive
displacement. Hence, it is essential to install supplement damping to assist the
intensification of damping to avoid damages.
8
The difficulties related to the wind-induced vibrations of tall buildings are
familiar. Wind-induced vibrations in tall buildings may cause many problems like
displeasure of inhabitants, weakened function of tools, or structural harm. Actually
displeasure of residents is more tangible in higher floors.
1.5 Objectives
The objectives of the project are:
a. To evaluate the concept of Tuned Mass Damper (TMD) and Viscous
Damper (VD) for a multi-storey 2D frame.
b. To compare the performance in the form of response displacement of the
slender structure with and without damping devices of (Passive Tuned
Mass Damper, and Viscous Damper) through a series of vibration
harmonic tests.
1.6 Scope of Study
The scopes of this study are, the dynamic Performance of 4-storey 2D steel
frame that are loaded laterally with a time history to obtain the natural frequency.
Focus of this study is on the effectiveness of Tuned Mass Damper as well as Viscous
Damper on the slender structure.
9
In order to design an effective Passive Tuned Mass Damper (PTMD), its
influentially parameters such as frequency (for calculation the stiffness of the spring)
and mass of the damper must be tuned in a way to significantly reduce the structural
response.
79
REFERENCES
Abdel-Rohman, M. (1984). Optimal design of active TMD for buildings control.
Building and Environment, 19(3), 191-195.
Aldawod, M., Samali, B., Naghdy, F., & Kwok, K. C. (2001). Active control of
along wind response of tall building using a fuzzy controller. Engineering
Structures, 1-3.
Avila, S., & Gonçalves, P. (2009). Optimal Configurations of Composite Multiple
Mass Dampers in Tall Buildings. Journal of the Brazilian Society of
Mechanical Sciences and Engineering, 1-6.
B, S., & M, A.-D. (2003). Performance of a five-storey benchmark model using an
active tuned mass damper and a fuzzy controller. Engineering Structures,
1597-1610.
Bairrao, R., & Vaz, C. T. (2000). Shaking table testing of civil engineering structures
- the lnec 3d simulator experience. 12wcee 2000.
Chang, J., & and Soong, T. (1980). Structural control using active tuned mass
dampers. 1091-1098.
Chey, M. H. (2007). Passive and semi-active tuned mass damper building systems.
University of Canterbury, Christchurch, New Zealand, 17-33.
Century Spring Corporation. (2011). Retrieved from
http://www.centuryspring.com/products/compression.php viewed on 31st
Dec. 2013
Farghaly, A. A., & Ahmed, M. S. (2012). OptimumDesign of TMD System for Tall
Buildings. International Scholarly Research Network.
Filiatrault, A. (2002). Elements of earthquake engineering and structural dynamics .
Canada: National Library of Canada.
80
Fisco, N., & Adeli, H. (2011). Smart structures: Part I—Active and semi-active
control. Scientia Iranica, 2-4.
Greco, R., & Marano, G. C. (2013). Optimum design of Tuned Mass Dampers by
displacement and energy perspectives. Soil Dynamics and Earthquake
Engineering, 1-6.
Guclu , R., & Yazici , H. (2008). Vibration control of a structure with ATMD against
earthquake using fuzzy logic controllers. Journal of Sound and Vibration, 36-
49.
Guo, X., Meng, Q., & Zhang, M. (2008). Nonlinear similitude law used for structural
seismic test. The 14th World Conference on Earthquake Engineering.
Beijing, China.
Harris, H., & Sabnis, G. (1999). Structural Modeling and Experimental Techniques.
CRC PressINC.
Hartog, J. P. (1985). Mechanical vibrations. New York: McGraw-Hill.
Hrovat D, Barak P, & Rabins M. (1983). Semi-active versus passive or active tuned
mass dampers for structural control. Journal of Engineering Mechanics.
109(3), 691-705.
Hrovat, D., Barak, P., & Rabins, M. (1983). Semi-active versus passive or active
tuned mass damper for structural control. Journal of Engineering Mechanics
Division, ASCE, 109, 691-705.
Igusa T, & Xu M. (1992). Dynamic characteristics of multiple tuned mass
substructures with closed spaced frequencies. Earthquake Engineering
Structures Dynamics. 21,, 1050-1070.
Kareem, A., Kijewski, T., & Tamura, Y. (1999). Mitigation of Motions of Tall
Buildings with Specific Examples of Recent Applications. Wind and
Structures, 201-251.
Kijewski, T., Haan, F., & Kareem, A. (2001). Wind-Induced Vibrations. 2-20.
Klembczyk, A., & Breukelman, B. (2000). Structural control of high rise building
using a tuned mass with integral hermetically sealed, frictionless hydraulic
dampers. Proceedings of the 71st Shock and Vibration.
Kourakis, L. (2007). Structural Systems and Tuned Mass Dampers of Super-Tall
Buildings: Case Study of Taipei 101. Aristotle University of Thessaloniki,
10-16.
81
Kwok, K., & Samali, B. (1995). Performance of Tuned Mass Dampers Under Wind
Loads. Engineering Structures, 655-666.
Lu, Z., Lu, X., Lu, W., & Masri, S. F. (2012). Experimental studies of the effects of
buffered particle dampers attached toamulti-degree-of-freedom system under
dynamic loads. Journal of Sound an dVibration, 2-8.
Marsono, A. (2012). Analysis and Design of Tall Building Structures. Johor,
Malaysia.
Mousaad Aly, A., Zasso, A., & Resta, F. (2011). Dynamics and control of high-rise
buildings under multidirectional wind loads. Smart Materials Research, 2-5.
Mendis, P., Ngo, T., Haritos, N., & Hira, A. (2007). Wind Loading on Tall
Buildings. EJSE Special Issue, 1-7.
Nagarajaiah S, & Varadarajan N. (2000). Novel semi-active variable stiffness tuned
mass damper with real time tuning. Proceeding of 13th Engineering
Mechanics Conference, (CD-ROM), ASCE, Reston, Va.
Oiles. (n.d.). Retrieved from Seismic Isolation and Vibration Control For Bridges
and Buoldings: http://www.oiles.co.jp/en/menshin/building/control/bmd.html
Owjia, H., Shirazi, A. H., & Hooshmand Sarvestanib, H. (2011). A Comparison
between a New Semi-Active Tuned Mass Damper and an Active Tuned Mass
Damper. Procedia Engineering, 2-4.
Pashaei, M. H. (2004, November). Damping Characteristics of Mero-Type Double
Layer Grid.
Pashaie, M. H. (2004). Damping Characteristics of Mero-Type Double Layer Grids.
University of Surrey.
Pinkaew, T., & Fujino, Y. (2001). Effectiveness of semi-active tuned mass dampers
under harmonic excitation. Engineering Structures, 23(7), 850-856.
Ramu. M, P. R. (2007). Development of Structural Similitude and Scaling Laws for
Elastic Models. PSG College of Technology,Tamil Nadu, India, 1-3.
Rustum, A. (2012). Evaluating the Retrofit of Highway Bridges Using Fluid Viscous
Dampers. Waterloo, Ontario, Canada.
S, J., & R, S. (2012). Performance of Base Isolators and Tuned Mass Dampers in
Vibration Control of a Multistoried Building. IOSR Journal of Mechanical
and Civil Engineering, 1-7.
82
Samali , B., & Al-Dawod, M. (2003). Performance of a five-storey benchmark model
using an active tuned mass damper and a fuzzy controller. Engineering
Structures, 1597-1610.
Sarkar, A., & Gudmestad, O. (2013). Pendulum type liquid column damper (PLCD)
for controlling vibrations of a structure – Theoretical and experimental study.
Engineering Structures, 221- 223.
Setareh, M. (2001). Application of semi-active tuned mass dampers to base-excited
systems. Earthquake Engineering & Structural Dynamics, 30(3),, 449-462.
Sik Kim, N., YoungHak Kwak, Y., & Pil Chang, S. (2004). Pseudodynamic tests on
small-scale steel modelsusing the modified similitude law. 13th World
Conference on Earthquake Engineering Vancouver, B.C., Canada, (pp. 2-8).
Vancouver.
Soong TT. (1990). Active structural control: Theory and practice. Longman, New
York.
Soong, T. T., & Spencer Jr, B. (2002). Supplemental Energy Dissipation: State of
The Art and State of The Practice. Engineering Structures.
Soong, T. T., & Spencer Jr, B. F. (2002). Supplemental Energy Dissipation: State of
the Art and State of the Practice. Engineering Structures, 243-259.
Spencer BF, & Nagarajaiah S. (2003). State of the art of structural control. Journal of
Structural Engineering, ASCE. 129(7), 1-10.
Symans, M. D., & Constantinou, M. C. (1997). Seisminc Testing of A Building
Structure with A Semi-Active Fluid Damper Control System. Earthquake
Engineering and Structural Dnamics.
Thomson, W. T. (1993). Theory of Vibration With Applications. Prentice Hall.
Tigli, O. (2012). Optimum vibration absorber(tuned mass damper)design for linear
damped systems subjected to random loads. Journal ofSoundandVibration, 1-
4.
U, A. (2003). Optimal control of structures with semi-active tuned mass dampers.
Journal of Sound and Vibration, 847-874.
Vinaya, B., Maneesha, A., Bharani, K., Anusha, K., & Saha, P. (2012). Review of
the performance of the control strategies used in wind induced 76-storeyed
benchmark building. International Journal of Emerging trends in Engineering
and Development, 5-10.
83
Wen, Z., Hu, Y., & Chau, K. (2002). Site effect on vulnerability of high-rise shear
wall buildings under near and far field earthquakes. Soil Dynamics and
Earthquake Engineering, 1-3.
Wu,, J., & Yang,, J. (1998). Active control of transmission tower under stochastic
wind. Journal of Structural Engineering, 124(11), 1302-1312.
Yamamoto, M., AizawaS., Aizawa, S., Higashino, M., & Toyama, K. (2001).
Practical application of active mass dampers with hydraulic actuator.
Earthquake Engineering and Structural Dynamics, 30(11), 1697-1717.
Yan, N., & Balendra, T. (1999). Optimal damper characteristics of ATMD for
buildings under wind loads. Journal of Structural Engineering, 125(12), 1376-
1383.
Yang , J., Agrawal, A., Samali, B., & Wu, J. (2004). Benchmark problem for
response control of wind-excited tall buildings. Journal of Engineering
Mechanics. 130(4), 437-446.
Ying, Z. G., Ni, Y. Q., & Ko, J. M. (2003). Semi-Active Optimal Control of
Linearized Systems with Multi-Degree of Freedom and Application. Journal
of Sound and Vibration, 373-388.
