iv
RESPONSE OF AIR TRAFFIC CONTROL TOWER WITH PENDULUM TUNED
MASS DAMPER UNDER EARTHQUAKE LOADING
NURUL NORHAMIZAH BT MOHD PAUZI
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, 2012
vi
DEDICATION
This project is dedicated to my beloved father, mother, my brother and sisters, Apies,
Aziemah and Ain for being by my side and supportive in order to complete this
project.
I also want to dedicate this project to my fellow friends for being supportive and
motivated throughout the process of this report.
And also special thanks to Muhamad Akmal Arafat bin Faizal for being
understanding and support me through all this time.
vii
ACKNOWLEDGEMENT
Alhamdullillah and thanks Allah, finally I am able to complete this report. I
would like to thank to my supervisor of this project Prof. Dr. Azlan bin Adnan who
has been guiding me and helps me a lot in finishing this project through whole year.
The knowledge and experience that I gain from you is very precious. Without you
guiding me, I may face the difficulties to complete this project.
Thank you to my beloved father and mother for being by my side all the time,
encourage me to finish this project. I will never forget it. Without your support, I
may not be able to complete this project.
Thank you to all direct or indirect in bringing this project to success. Special
thank to Mohammad Reza Vafaei for sharing lots of knowledge regarding to
modeling and earthquake engineering. I hope the reader will get some knowledge
from this project.
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ABSTRACT
The response of air traffic control tower under wind and earthquake
excitation is important for the study of earthquake engineering. Pendulum tuned
mass damper (PTMD) is one of the damper that can dissipate the energy through
movement which balance the swing of the structure. Therefore, the objective of this
paper is to compare the effectiveness of air traffic control tower Kuala Lumpur
International Airport2 with and without pendulum tuned mass damper. Other than
that is to determine the percentage reduction at tower head for 2 pendulums tuned
mass dampers and 4 pendulums tuned mass dampers for time history analysis and
response spectrum analysis in terms of axial force, shear force and bending moment.
Besides to determine the internal forces, the objectives of this project also is to
identify the percentage reduction at core wall for 2 pendulums tuned mass dampers
and 4 pendulums tuned mass damper for time history analysis and response spectrum
analysis in terms of stresses and to determine the percentage reduction at top for 2
pendulums tuned mass dampers and 4 pendulums tuned mass dampers for time
history analysis and response spectrum analysis in terms of story drift. The results
indicated that the PTMD is able to reduce the response of the tower and 4 PTMD
work more effectively compare to 2 PTMD.
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ABSTRAK
Reaksi menara kawalan udara dibawah pengaruh beban angin dan gempa
bumi amat penting di dalam kejuruteraan gempa bumi. Bandul peredam jisim di tala
adalah salah satu alat untuk mengurangkan reaksi bangunan dibawah pengaruh angin
dan gempa bumi. Bandul peredam jisim ditala menghilangkan tenaga melalui
pergerakan dimana bandul peredam jisim ditala akan seimbangkan pergerakan
menara. Oleh itu, tujuan projek ini dijalankan adalah untuk membandingkan
keberkesanan menara kawalan udara Lapangan Terbang Kuala Lumpur 2 dengan
bandul peredam jisim ditala dan sebaliknya. Selain itu, untuk mendapatkan peratus
pengurangan antara 2 bandul peredam jisim ditala dan 4 bandul peredam jisim di tala
untuk kategori daya dalaman iaitu, daya paksi, daya ricih dan momen lentur.
Disamping itu, selain daya dalaman, tujuan projek ini dibuat adalah untuk
mendapatkan peratus pengurangan bagi tekanan di tingkat bawah bagi 2 bandul
peredam jisim ditala dan 4 bandul peredam jisim di tala. Dan akhir sekali untuk
mendapat peratus pengurangan bagi anjakan di tingkat paling atas bagi 2 bandul
peredam jisim ditala dan 4 bandul peredam jisim di tala. Berdasarkan dari hasil
analisa, mendapati 4 bandul peredam jisim di tala.lebih berkesan dalam
mengurangkan tenaga berbanding 2 bandul peredam jisim ditala.
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TABLES OF CONTENTS
CHAPTER TITLE PAGE
DECLARATION ii
DEDICATION iii
ACKNOWLEDGEMENTS iv
ABSTRACT v
ABSTRAK vi
TABLE OF CONTENTS vii
LIST OF TABLES x
LIST OF FIGURES xi
LIST OF SYMBOLS xv
LIST OF APPENDICES xvii
1 INTRODUCTION
1.1 Research Background 2
1.2 Problems Statement 3
1.3 Objectives 4
1.4 Scope of work 5
1.5 Organization of Report 5
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2 LITERATURE REVIEW
2.0 General 7
2.1 Behavior of cantilever tower 8
2.2 Tuned Mass Damper (TMD) 10
2.3 Single and multiple tuned mass damper 14
2.4 Pendulum Tuned Mass Damper (PTMD) 16
2.4.1 Characteristic of PTMD 16
2.4.2 Performance of Pendulum Damper 18
2.5 Structure with Pendulum Tuned Mass
Damper 21
3 THEORETICAL BACKGROUND
3.1 Model of tower 31
3.2 Model of tower and pendulum 38
3.2.1 Lagrange’s Equation 41
3.3 Pendulum Tuned Mass Damper (PTMD) 42
4 METHODOLOGY
4.1 General 45
4.2 Modeling by SAP2000 version 14.2 46
4.3 Material Properties 49
4.4 Pendulum tuned mass damper 50
4.5 Analysis 52
4.5.1 Free vibration analysis 53
4.5.2 Response Spectrum Analysis 54
4.6 Flow Chart 55
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5 RESULTS AND DISCUSSION
5.1 Introduction 57
5.2 Member Size and Section Properties 58
5.3 Time History Analysis 61
5.4 Response Spectrum Analysis 62
5.5 Model Signage 63
5.6 Modeling of the Tower and Pendulum
Tuned Mass Damper 64
5.7 Free Vibration Analysis 67
5.8 Axial Forces 70
5.9 Shear Force 72
5.10 Bending Moments 75
5.11 Stresses 78
5.12 Story Drift 84
6 CONCLUSION AND RECOMMENDATION
6.1 Overview 87
6.2 Conclusions 88
6.3 Recommendation 90
REFERENCES 92
Appendices A- E 94
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LIST OF TABLES
TABLE NO. TITLE PAGE
Table 5.1 Member size for level 1 until 19 58
Table 5.2 Member size for level 20 until 23 59
Table 5.3 Loading combination component 59
Table 5.4 Axial force at tower head at various
earthquakes ground motions 70
Table 5.5 Shear force at tower head at various
earthquakes ground motions 73
Table 5.6 Bending moment at tower head at various
earthquakes ground motions 75
Table 5.7 Stress, S11 at tower shaft at various
earthquake ground motions 79
Table 5.8 Stress, S22 at tower shaft at various
earthquake ground motions 81
Table 5.9 Story drift at top of tower at various
earthquake ground motions 84
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LIST OF FIGURES
FIGURES NO. FIGURES PAGE
Figure 2.1 One degree of freedom system fitted with TMD 12
Figure 2.2 Effective damping and relative movement of
TMD mass ratio of 0.02 (Kwok K.C.S. et al. 1995) 13
Figure 2.3 Simple pendulum tuned mass damper
(Yamazaki et al.) 17
Figure 2.4 Maximum displacement of the top of the chimney
equipped with a pendulum with respect to
the pendulum mass (sinusoidal excitation)
(R. Jankowski et al. 2003) 19
Figure 2.5 Simple pendulum tuned mass damper
(Yamazaki et al.) 21
Figure 2.6 Water tank TMD at Sydney Tower
(Kwok K.C.S. et al. 1995). 22
Figure 2.7 TMD at Chifley Tower (Kwok K.C.S. et al. 1995). 23
Figure 2.8 TMD at Chifley Tower (Kwok K.C.S. et al. 1995). 24
Figure 2.9 Crystal Tower Osaka pendulum tuned mass damper
layout (Crystal Tower. Takemaka Corporation. 25
Figure 2.10 Ice storage tank- Crystal Tower
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(Courtesy of Takemaka Corporation.) 26
Figure 2.11 Citicorp Center New York tuned mass damper
(Kwok K.C.S. et al. 1995) 27
Figure 2.12 Multistage pendulum tuned mass damper
(Kwok K.C.S. et al. 1995). 29
Figure 2.13 Pendulum tuned mass damper in Taipei 101
(Haskett T. et al.). 30
Figure 3.1 Overall view of the chimney 33
Figure 3.2 One degree of freedom model of chimney 33
Figure 3.3 Maximum accelerations with varying E and ξ
at height ha under action Ca 36
Figure 3.4 Maximum accelerations with varying E and ξ
at height ha under action Cb 37
Figure 3.5 Two degree of freedom model of the chimney with
a pendulum damper 39
Figure 3.6 Geometry of the spherical PTMD coupled with
a translational main structure. 40
Figure 3.7 A simple pendulum tuned mass damper 43
Figure 3.8 Compound Pendulum 44
Figure 4.1 The side elevation drawing of the structure. 47
Figure 4.2 The modeling of the tower using SAP2000. 48
Figure 4.3 The modeling of the pendulum tuned mass damper. 51
Figure 4.4 The sequence in SAP2000 55
Figure 5.1 Side elevation air traffic control tower at KLIA2 60
Figure 5.2 The El- Centro earthquake 1940 data 61
Figure 5.3 Design response spectrum configurations
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(from 2006 IBC) 62
Figure 5.4 Elements indications at tower head 63
Figure 5.5 Element indications at tower shaft 64
Figure 5.6 Model of air traffic control tower without
PTMD in SAP2000 65
Figure 5.7 Model of pendulum tuned mass damper (PTMD)
with simple structure 66
Figure 5.8 Model of KLIA2 with 2 PTMD 66
Figure 5.9 Model of KLIA2 with 4 PTMD 67
Figure 5.10 First mode shape of KLIA2 with
natural period 2.9s 68
Figure 5.11 Second mode shape of KLIA2 with
natural period 2.32s 69
Figure 5.12 Graph of axial force percentage reduction for
time history analysis 71
Figure 5.13 Graph of axial force percentage reduction for
response spectrum analysis 71
Figure 5.14 Graph of shear force percentage reduction for
time history analysis 74
Figure 5.15 Graph of shear force percentage reduction for
response spectrum analysis 74
Figure 5.16 Graph of bending moment percentage reduction
for time history analysis 77
Figure 5.17 Graph of bending moment percentage reduction
for response spectrum analysis 77
Figure 5.18 Graph of stress, S11 percentage reduction for
time history analysis 80
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Figure 5.19 Graph of stress, S11 percentage reduction
for response spectrum analysis 80
Figure 5.20 Graph of stress, S22 percentage reduction for
time history analysis 82
Figure 5.21 Graph of stress, S22 percentage reduction
for response spectrum analysis 83
Figure 5.22 Graph of story drift percentage reduction for
time history analysis 85
Figure 5.23 Graph of story drift percentage reduction for
response spectrum analysis 86
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LIST OF SYSMBOLS
φ - Amplitudes
ρ - Mass density
ζ (x-h) - Direct function
ω - rth eigenfrequency
C - Damping matrix
c1 - Damping capacity of main system
c2 - Damping capacity of tuned mass damper
C1 - Damping coefficient
fbi - Frequencies
G - Acceleration of gravity
k1 - Stiffness of main system
k2 - Stiffness of tuned mass damper
K1 - Stiffness coefficient
K - Stiffness matrix
L - Pendulum length
m1 - Mass of main system
m2 - Mass of tuned mass damper
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M - Total mass of the chimney
mtot. - Total mass of the tower
m1 - m2 mass of the equivalent oscillator
M2 - Pendulum mass
M - Diagonal mass matrix;
qr - Generalized coordinates
Qr - Generalized force
t - Time
T - Tension cable
x1 - x1 (t) = response of main system
x2 - x2 (t) = response of tuned mass damper
x1 (t) - Horizontal displacement
- Acceleration
ẋ - Velocity
x - Relative displacement with time;
g - Ground acceleration
xx
LIST OF APPENDICES
APPENDIX TITLE PAGE
A Manual Calculation 94
B Floor plan of Air traffic Control tower
for level 1 until 19 97
C Floor plan of Air traffic Control tower
for level 20 to 23 98
D Side elevation of Air traffic Control tower
for tower shaft 99
E Side elevation of Air traffic Control tower
for tower head 100
1
CHAPTER 1
INTRODUCTION
1.0 Introduction
Recently, the construction projects in civil engineering have become rapid
and modern. The tallest building in the world is changing year by year. Now, the
Burj Khalifa is the tallest building in the world with the height of 828 m. This
skyscraper has become the master piece of Dubai, but in the process to achieve this
dream, there are lots of challenges they have to face. One of them is the dynamic
loads that come from the wind and the earthquake. However, there is various ways to
control the structural vibration such as modifying rigidities, masses, damping or
shape and by provide passive or active counter force [G.W. Housner et al. 1997].
The 2011 tsunami in Japan has waked us up with magnitude 9.0 at the coast
of Japan. This has become a huge natural disaster in Japan, and makes the civil
engineers especially the structural engineers consider the seismic design in every
civil engineering projects. However, design of the strength alone does not ensure the
building will acts like the way we want, safe and comfort for the occupants. For
2
example, a 47 story building in the San Francisco experienced peak acceleration of
10% g in the basement and 45% g on the top floor during the Loma Prieta earthquake
1989. This shows that, the acceleration in the upper stories is the result from the
strong ground acceleration [G.W. Housner et al. 1997].
Time after time, the researchers find way to solve the problems. One of them
is the base isolation. This technology have been found in the 1960s with the objective
is to bring the structure on the sufficiently flexible base, so that it will filters out the
high frequencies of the ground motion and lengthens the natural period about 2s
[G.W. Housner et al. 1997]. After some time, they realize that certain structure is not
suitable to use the base isolation, for example, slender high-rise buildings. The base
isolation is suitable for the use to protect the fragile contents of hospitals and
computer facilities.
For the flexible structure, such as high-rise buildings, the damping device like
the viscous damper, tuned mass damper and the liquid mass damper are more
suitable. This is because; it will increase the energy dissipation and reduction of
motion. The World Trade center in New York and other building in California
implement the auxiliary dampers in their buildings.
1.1 Research Background
The air traffic control tower is one of the important operations in the airport.
The air traffic control tower is provides the service, who is actually direct the aircraft
on the ground and in the air. The air traffic control tower, of Kuala Lumpur
International airport is the second tallest control tower in the world after
Suvarnabhumi Airport control tower. Other than to direct the aircraft on the ground
and in the air, it also provide the air traffic controllers, radar systems and high tech
air space computer systems.
3
Most of the control towers in the world are design to take the lateral or
seismic load. But, still based from the human consideration of the people who work
on the top floor of the airport tower might be highly stressful mental condition due to
the vibration of the structure [Y.Tamura et al. /J. 1993]. Because of this, there are
several research been done, in order to overcome and hopefully to avoid the long
term effect especially to the workers. In Japan, some of the researchers have already
done a research on the effectiveness of tuned liquid damper.
Due to the same reason, human discomfort and the stability of the structure,
they proposed to implement the tuned liquid damper in the control tower at the
Tokyo International Airport. The advantages of this damper are low initial cost,
maintenance free and efficiency from very low amplitude vibrations around human
perception thresholds to large amplitude vibrations [Y.Tamura et al. 1993].
1.2 Problems Statement
1. The air traffic control tower faces some huge vibration during the take off
of the air craft. Some of the glasses in the building have already broken
and, afraid that the building near the control tower and the control tower
itself does not been design to take the dynamic load.
2. The air traffic control tower is subjected to the vibration which is may
come from the wind excitation, earthquake and machine vibration.
However, if the natural damping in the structure is higher, the lower the
likelihood the damage will be excessive. However, if the structure faces a
strong vibration such as that come from the earthquake, the structure may
collapse. This is because the natural damping is not sufficient in order to
resist the load. Therefore, it is a need to install the supplemental damping
in order to avoid severe damages.
4
3. Currently, the runaways tend to be expanded due to the huge jet planes
and the increase number of flights, even for local. Therefore, the height of
the airport tower needs to be higher. From the basic principle, at the top
level, for high rise building, the force will be larger compared to short
structure.
4. In the past research, they only implement tuned liquid damper in the
control tower, but the effectiveness of pendulum type of damper remains
an important issue for study.
1.3 Objectives
The objectives of this study are:
1. To compare the effectiveness of air traffic control tower Kuala Lumpur
International Airport2 with and without pendulum tuned mass damper.
2. To determine the percentage reduction at tower head for 2 pendulums
tuned mass dampers and 4 pendulums tuned mass dampers for time
history analysis and response spectrum analysis in terms of axial force,
shear force and bending moment.
3. To identify the percentage reduction at core wall for 2 pendulums tuned
mass dampers and 4 pendulums tuned mass damper for time history
analysis and response spectrum analysis in terms of stresses.
4. To determine the percentage reduction at top for 2 pendulums tuned mass
dampers and 4 pendulums tuned mass dampers for time history analysis
and response spectrum analysis in terms of story drift.
5
1.4 Scope of work
The scopes of work for this project are:
1. The performance of air traffic control tower at KLIA is considering wind
and earthquake loadings.
2. This project is not considering the soil interaction of the structure.
3. Linear analysis will be performed to determine the response of the
structure.
4. In this analysis, the standard code that been used is BS8110.
1.5 Organization of Report
The study of the objectives and scopes are explained as below:
Stage 1: Clarification of the project on the objectives and scopes of the study
This stage is to verify the feasibility of the objectives and scopes of the
project and planning of methodologies in an efficient way.
Stage 2: Literatures, collecting data and modeling of structures
This stage is to understand the behavior of the structure and performance of
every type of damper. Other than that, to determine the best solution for retrofitting
the structure under wind and earthquake loads. Furthermore, obtaining the
6
information of the structure and damper before proceed to the analysis parts is a
requirement to success in this project.
Stage 3 : Verification of retrofitting devices and methods of finite element
modeling
At this stage, the process is to identify the best damper that can be installed in
the structure which is pendulum tuned mass damper. The theoretical background of
the damper is included to verify the performance of the damper. To obtain the correct
mode shapes, the material properties and design methods have to be determined. This
project is in multi degree of freedom, and be analyze using the 3D Finite Element
models with SAP2000 computer programs.
Stage 4: Vulnerability assessment of modeling and response analyses
The linear material behavior is used in the finite element analyses are
compared with the hand calculation to verify the capacity. The characteristic of
present pendulum tuned mass damper is used to analyze the structure under the wind
and earthquake load.
Stage 5: Discussion and conclusion
The results and discussion on the project with regards of wind and earthquake
load of the proposed damping device will be finalized. Comment and further
recommendation to the study are suggested.
92
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C.W.Zhang, L.Y.Li., J.P.Ou “Principles and Application of Structural
Pendulum Vibration Control” (2008)
Choi Jae- Hyouk, Ohi Kenichi (2004) “Dynamic Characteristic Identification
on Steel Column Bases Installed in Pendulum Type Earthquake Response
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J.M.W. Brownjohn, E.P. carden, C.R. Goddard, G.Oudin, “Real Time
Performance Monitoring Of Tuned Mass Damper System For A 183m Reinforced
Concrete Chimney” (2010), J. Wind Eng. Ind. Aerodyn.98 169-179.
Jankowski, R., Kujawa, M., and Szymczak C. (2004) “Reduction of Steel
Chimney Vibrations with A Pendulum Damper” Task Quarterly 8 No1, 71-78.
Kwok, K.C.S., Samali, B. (1995) “Performance of Tuned Mass Damper
under Wind Loads” Eng. Struc. Vol 17, No. 9, pp. 655-667.
Matta, E., Stefano A. D (2009) “Robust Design of Mass Uncertain Rolling
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23, 127-147.
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Single / Multiple Tuned Mass Dampers” Journal of Structural Engineering.
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Mass Damper Control Strategy for Wind Excitation” Journal of Wind Engineering
and Industrial Aerodynamics, 55-74.
Roffel, A.J., Lourenco, R., Narasimhan, S., ASCE, M. and Yarusevych, S.
(2011) “Adaptive Compensation for Detuning in Pendulum Tuned Mass Damper”
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