PDF Civil Engineering Conf in The,.asia.n Reg.|Oni

20-22

AUGUST

20 t3

HoTEL BoRoBUDUR

JAKARTA

+'jJ

# ffisc:-

S

Jtr'*

srt' gi

..;

Fl

, {ECAR

iK. _-E:

ffi&.,*iF

-wIs''

THE 6*

CIVIL ENGINEERING CONF

IN THE,.ASIA.N REG.|ONI

and AnnUal

Co-Hosted by:

ffi

^dhEd

@

!r':'fl?ri:fi{

a ^{- rsrE ElC"}

^{= i ur' i4rle€ ) tdEd@E}

PROCEEDINGS

The 6th

Civil Engineering Conference In The Asian Region

and Annual HAKI Conference 2013

20-22 August 2013

HOTEL BOROBUDUR JAKARTA

EMBRACING THE FUTURE

Welcome To

The 6th Civil Engineering Conference in The Asian Region and Annual HAKI Conference 2013

Embracing the Future Through Sustainability

Organized by

Asian Civil Engineering Coordinating Council (ACECC) Hosted by

Indonesian Society of Civil and Structural Engineering (HAKI) Secretariat (HAKI)

Jl. Tebet Barat Dalam X/5 Jakarta 12810

Home (index.html) Preface (preface.html) Committees (committees.html) Acknowledgement (acknowledgement.html) Authors (authors.html)

Table of Content (file/TABLE OF CONTENT.pdf) Papers (papers.html) ACECC ()

Indonesia

info@cecar6.com www.cecar6.com Editor

Muhammad Abduh Iswandi Imran Muslinang Moestopo Ediansjah Zulkifli Dina R. Widarda Ali Awaludin Dedi Apriadi Co-Hosted By:

PROCEEDINGS

The 6th

Civil Engineering Conference In The Asian Region

and Annual HAKI Conference 2013

20-22 August 2013

HOTEL BOROBUDUR JAKARTA

EMBRACING THE FUTURE

COMMITTEES

COMMITTEES Luh-Maan Chang Moonkyung Chung Ganzorig Erdene Kenichi Horikoshi Ronaldo Ison Phan Huu Duy Quoc Davy Sukamta Sohan Lai Swamy Barry Tonkin Albert T. Yeung

LOCAL ADVISORY COMMITTEE Dradjat Hoedajanto

Harianto Hardjasaputra Bigman Hutapea

Home (index.html) Preface (preface.html) Committees (committees.html) Acknowledgement (acknowledgement.html) Authors (authors.html)

Table of Content (file/TABLE OF CONTENT.pdf) Papers (papers.html) ACECC ()

Benjamin Lumantarna Indratmo Soekarno Biemo W. Soemardi FX. Supartono Priyo Suprobo Bambang Susantono

ORGANIZING COMMITTEE Chairman: Iswandi Imran

Vice Chairman: Muslinang Moestopo Executive Secretary: Muhammad Abduh Members:

Iwan K. Hadihardaja Dedi Apriadi

Dina Rubiana Widarda Imam Aschuri

Rildova Ali Awaludin Harmein Rahman Joko Nugroho Djwantoro Hardjito Agus Jatnika Ediansjah Zulkifli

SUPPORTING STAFF Yulius Anthony Florentia Edrea Sofi Wulandini Anita

Arini Fazrin

Eko Budi Wicaksono Ivan P. Santoso Fadila Faiza Andreas Ibrahim Getruda Sandika

10t2t2020

Committees

Se arcl'

r-roM[ . AICi]MMCllAltON . coMrdtrltr[$ . p[oislR,STlStl ,5p5,4'(!;R5 . pe#oRAMS . coNTACT

Committees

Theme Sr rp;rr:rtcrs Registralor: Fees lftportant Dale$

Papers Pad.icipanis

Featured Projects

. Bali Beach Conservaiion ^prcjec.l (ACECC's Arvarcj Winnrnc.t Project)

. _{Delhi l\,4etro} Rail Corporation (ACICC's _{AlvarC Winning} Prolect)

. lncheon Bridge iACECC,s Award ltlinnrnll prolcci)

" Jaii.)0{1il Da*r's [,(1ar:i

" ^l\,1R-f Fr0juc;i in Jakai"ia

. Sumatra Java iink . St.rrabays * l.laclura l._iilk

!nternational Scientific

_Committee

" ⁱ irir l\,lititi i llril).1

. l.J0(iIk.fLtlg illll;ni.j . _{Clanzlriq Irrienc} . (el _l;hi l.l+r kr,rshi

" ^{R0nitldo ls0ri} . piriln Hlu Dly Ouclc

' ^{Dilv'tr 51La*,,,,} ' ^{Schal Lal} Srvarty

. llarry'lorktn . _Allerl ^.i. yertr:n

Local

Advisory

Committee

. Irtr LJantilithLtl

. _{l3ambarr; Goortrl} . l.lirrJrfllo

. Sri ller:i.larlo

. llr}{ila1 Haeoi.rjanlL)

. IliLlrt;lr: ilr:aliti,t;l

. lrlrrr K.ltil

" Ber:ianln Luilanlallra . _Sidjalral

. Roclijinrtr Sorrqiarsir

. Siili:il.tari Soi)eiri

. ln(Jr;iil'l]0 Sor,:k;,trrt0

, Bienro W. Soerrarrii

" Bambang Sulrcndro

. _{FX Slparlr:no} . Privo Suprobo

. _liantbaig Sifvcairitono . Llilrilatir(i lj:s:,rnillo

Organizing

_Committee

Clrainnan:

. lswanrtjr lrrrr;l Vice Chairrnan:

, l,,lust ilaI rq \{oe:il0l)o Home

Acoommrdalion CC)mmiltees Registration Spea kers Proerarls Introduclion

. Venue

www.ceca16.com/previewicomm itte/

1t2

1012t2020

KEYNAlT SPEAKE']S

Ixecutive $ecreiary:

. l"4Lr!:,trl;til Abriuh

MemLrrsr

Committees

. lrll K. llirirrltatl;r1;,:

. _{Dcdr Airladi}

* _l):ra Hlbiiila !!ldardl . irtialt As;clltri

" ^l{rlclva . _{Ali AwalL;Cin} . Flarrlein Ral_r111gpl

" ^{Jcko Nur.lioirc} . D]r,vantcro H;rrdlilr:

. Aglr:i..]atnri(a

. Nyorrarr S!aiyi:llta

. _{Afi idivaal}

www.ceca16.com/preview/committe/

2t2

t7 @,a

_",?a,,

?,'

%/.

qi?4l tu

Y

, . -.rir4lc.s

A _{20 t3}

I 59: LessonsLearned From tlte Latest Applications of BIM _{Civil Projects} ^12..t0 ts G, KIN4. S, H. ANd S. H, LEE

249: Sun,q,and

S H IISIEH _{and S.} A CHOU

Comparison of BIM Adoption around tlre lyorld

304: IndustryFoundation Classes-Based Member Identificution lllethod in Bridgelnformation

S, IP .I P and S Fl E ^Models

-) l0: Industry

S, I I, I,t]I.,ancl S. L ITAIIK

Foundation Classes-BaseclApprooch.forEnhancedInformationMonagement in Civil

B.A and Methods

Thursda' 22nd 2013

118:A Porallelized Smoothed Partick

S, B, KIM

261: Forensic Analysh_{on Flood} Incidentin

Roonr

l3:10-l5rl0

tlte Diversion Tunnel and Flow

Tunnel RoofCave-In

C.A D..IUNAIDY

Coastal

and G A. PIiA fAMA ^{Caused by}Simultaneous Blasting in of _{Areas for Stonger}

- ^{Tlte Case of Roxai} Seawall _alc

Typltoons Boulevard

-l I -1:

E. tl. Cll{UZ and .l C, E, L.

314: _{E, C, CR}Hydrautic Desigiand EngineeringAnalysis ofa Marina lnfrastructure _ulonga Tropical _{Sea Coast} I, A, D, INOCENCI and.l C E l. SANI'OS

08t Analysisofa Long _Span S. T]. KIN4

Suspension Bridge with a Main of 2200 Meters

-14 3:Application ofTuned Mass Dumper onSuspension Foot Bridge

D, II., \A'IDAR tr Zt,ll-KIFLI FX, A, I- and'f D. AKUAR 8D. Envrronmental I

20

ti

067: Effect Tetrabutoxltsilaine _Powder A^ctivotedCarbon.for

Roorl

ll ^l0-l-5:10

Enha.nced Bioaclivit:1,

Y KIM E,K,C S \\' S, .I, t]A trnd.l. W. PARK

072: GrowthRate of'Indigenous

Organica n cl O rg an ic/I n o ig a n ic Contaminatetl _SoilulDiesel _Conditio, S ^.I- BAEK. _S, W, AN.E ^K and.l.W. PARI(

I 14: SynthesisiI, R, KIM J,WofChitosan Derivatit,e ll4agnetic-Coredand.l W. PARK Dendrimers.for Antibocterial Effed 1t5:Photocatalytic Reduction of Dioxide UsingTitanium Dioxide,in Water I 72:

M.K W .IANG, and.l W. PARK

of TCE-Adsorberl Activated _b1, Burkltoltleria L'ietnomiensis Gl .O,H, ^W K KWON_{. and} H. SHIM

209: Water Footprint Model for^Concrete as aConstruction Material H, PRATAMA _and A S CHANC

20 r3

27-l:The Engineers Austrol.io _Exclta.nge It. I.IAItTLEY

l0-l-5:10 and A. SPARVELL

A

275: Better Corporate B TONKIN SocialResponsibility (CSR) Fraud or Corruptiott

-t 19:Trends in Corruption in the Global ctiotr (E/C)Ittdustr)'-2000-2009 -120:

-12 6:

W, P }IINRY Anti-Corruption P,C, CAL

Contpendium of

E. IJ WANC

vio Creoter Taiwanese

and Accountabilit.l' Shaping a

in Public contempor0ry

I nfrostructu re Code ofEthics in

Development Global Actions towurds

341: Policies and Practices in Promoting

Market Pursuits

B SOEMARDI _{and B.} GOERIT'NO

Transparanc.y and Corruption Erradication inIttdonesian Construction Industry Roont

Proceeding the 6th Civil Engineering Conference in Asia Region: Embracing the Future through Sustainability

ISBN 978-602-8605-08-3

APPLICATION OF TUNED MASS DAMPER ON SUSPENSION FOOTBRIDGE

Dina R. Widarda¹, Ediansjah Zulkifli², FX. Adityo Teguh Prabowo³, Teuku Dody Akbar³

1Civil Engineering Department, Parahyangan Catholic University, Jl. Ciumbuleuit 94 Bandung-40141, Indonesia, E-mail: dinarw@unpar.ac.id

2Civil Engineering Department, Institut Teknologi Bandung, Jl. Ganesha 10 Bandung, Indonesia, E-mail: ednsjah@si.itb.ac.id

3Student at Civil Engineering Department, Parahyangan Catholic University, Jl. Ciumbuleuit 94 Bandung-40141, Indonesia, E-mail: adityoteguh@yahoo.ac.id, dody723@hotmail.com

ABSTRACT

As quality of living become higher, civil engineers are challenged to provide not only functional structure but also beautiful in view. A suspension footbridge is one of the structures that could fulfill both function and decorative element to the city. The aesthetic aspect is provided by the shape itself, with light impression and nice curving cable. But, this suspension bridge is also a slim structure which is sensitive to vibration effect. It is realized that the vibration could be problem, that as a public facility it should provide comfortable feeling to the user.

Some effort to reduce the vibration has been done, such as gives more stiffness to the element or give additional devices. Among various methods to reduce the vibration, Tuned Mass Damper (TMD) is one promising method.

This paper is devoted to apply the TMD on footbridge to reduce the vibration of the bridge deck.

The suspension bridge is simulated to perform dynamic responses due to harmonic load and general load.

The bridge is modelled and simulated numerically using the commercial structural analysis and design software. The design of TMD follows Den Hartog criteria of optimal parameters.

Numerical simulation shows that TMD’s optimum design criteria for harmonic loading gives unsatisfied result when it experiences general loading. Distributing the TMD in one-quarter span gives better responses to meet harmonic loading and general loading.

INTRODUCTION

Improving the bridge performance should be done to meet comfort level for pedestrians. It can happen

that a structure has enough strength, but it does not give confidence to the people who use it.

For example: the vibration of staircase, vibration of stadium balcony due to waving audience or oscillated bridge.

Reducing the vibration can be done in various ways, by concerning static or dynamic aspect, in passive or active manner as well. In the common way, applying additional elements such as bracing or girder to the structure will provide additional stiffness to withstand the vibration. But, it leads to bigger structure or construction problem in existing structure. Other method is applying higher damping provided by material, connection or structural system.

Attaching an instrument which acts as the opposite to the main structure response is the main idea of tuned mass damper (TMD). TMD is a spring-mass system, usually appears in a box format, consist of stiffness, mass and damping elements. TMD has been applied successfully to some structure, such as bridge or sky scrapper building to improve structure responses due to vibration. The advantage of using TMD is this device that can be attached without causing major change in main structure.

TMD has been progressively developed by researchers and practical engineers. Several methods to estimate optimum TMD parameters for ground acceleration have been introduced in Meinhardt & Siepe (2010).

One of the most referred method of designing TMD is proposed by Den Hartog. Den Hartog´s criteria was derived for several type of loadings, that are harmonic load, harmonic acceleration, stochastic load etc., as compiled in Petersen (2001). For some country with earthquake risk, the designer should exercise some criteria to obtain the optimum design for combination of different load characteristics: harmonic and random.

D.R. Widarda, E. Zulkifli, FX. A.T. Prabowo, T.D. Akbar

TS1-114 This paper discusses the application of TMD on footbridge due to human induced vibration. Human induced vibration imposes the bridge in harmonic way and is considered as a primary loading excitation.

Later, the bridge responses due to ground acceleration will be analyzed.

DYNAMIC EQUATION AND OPTIMUM DESIGN OF TMD

Tuned mass damper (TMD) is applied to the main structure in order to reduce the response of main structure. Basic numerical procedure of TMD will be illustrated by means of 2 DOFs system. The system consists of main structure, m, and embedded structure presented TMD, as shown in Figure 1.

Fig. 1: Two degrees of freedom model of main structure and TMD

The equation of the 2DOFs system is

̈ ̇ ̂ (1)

where

[ ] [

] [

]

are mass, damping and stiffness matrices, respectively, and subscript T denotes TMD. Displacement and its derivatives are written as

( ) [ ( )

( )] ̇( ) [ ̇( )

̇ ( )] ̈( ) [ ̈( )

̈ ( )] ̂ [ ̂ ]

denotes load vector.

Using differential equation solution procedures, assigned solution

( ) (2)

with

[ ] [ ]

gives another form of Equation (1)

[

] [ ] [ ̂

] (3)

Or,

D.R. Widarda, E. Zulkifli, FX. A.T. Prabowo, T.D. Akbar

TS1-115 [

]

[ ] [

̂

]

(4)

Where mass ratio

, frequency ratio

and damping coefficient

(5) deduced to

(6)

where is frequency ratio, and are natural frequency of main system and tuned mass damper, respectively.

Solving amplitude c, ,s, of Equation (4) results to displacements of main structure and TMD

̂ √ ; and ̂ √ (7)

respectively.

Equation (4) shows that displacement amplitude of main structure, ̂, clearly depends on mass and damping coefficient of TMD. Figure 2 shows the displacement reduction due to various damping of TMD. Observing the displacement plot in Figure 2, it is shown that zero damping of TMD produces single peak and critical damping of TMD gives two peaks. Consequently, there is an optimum damping value between 0 and 100.

Fig. 2: Displacement of main structure due to applied TMD with various damping

D.R. Widarda, E. Zulkifli, FX. A.T. Prabowo, T.D. Akbar

TS1-116

Optimum Design of TMD

Optimal value of tuning frequency for system under harmonic loading is

(8)

where denotes the mass ratio that relating damper mass, , with mass system, m.

Optimal damping value, , is determined by

√ ( )

(9)

Relationship between mass ratio and optimal value of tuning frequency and damping is plotted in Figure 3. Den Hartog proposed the damping coefficient asrelated to natural frequency of structure

(10)

instead of using classical relationship which corresponds to natural frequency of TMD.

Fig. 3: Optimum tuning frequency and damping ratio

Design of TMD by using 2 DOFs as shown in Figure 1 leads to stiffness of TMD

( ) (11)

and the corresponding damping constant

√ ( )

(12)

Optimal value of tuning frequency for system under stochastic loading according to Den Hartog is √

( )

(13)

where denotes the mass ratio that relating damper mass, , with mass system, m, and optimal damping value, , is determined by

√( ) ( )

(14)

D.R. Widarda, E. Zulkifli, FX. A.T. Prabowo, T.D. Akbar

TS1-117

APPLICATION OF TMD ON SUSPENSION FOOTBRIDGE

Footbridge of length 100 m is shown in Figure 4, and the data of footbridge is presented in Table 1.

Fig. 4: Geometry of suspension bridge

Tab. 1: Geometric data of footbridge

The footbridge is imposed by static and dynamic load as well. Static load is due to dead and live load, meanwhile dynamic load is due to

 Pedestrian modeled as harmonic load located at half-span of bridge.

Experimental measurement of bridge due to human imposed of walking, fast walking, jogging or marching had been conducted by researchers. It result to approximation frequencies of walking . This paper simulates the human induces as 25 people with an average mass of 80 kg passing through the bridge with frequency of 1.75Hz.

 Ground motion acceleration characterized by El-Centro time history acceleration.

Data of TMD is presented in Table 2. Design of TMD follows optimum design criteria of Den Hartog for harmonic loading. Two different placement and design of TMD are simulated in this paper:

1. Single TMD with mass ratio of 5% is located in the middle of bridge

2. Two identical TMDs are located at one-quarter of bridge span from both left and right side. Each TMD has mass ratio of 2.5%.

Tab. 2: Design parameter of TMD

Single TMD Double TMD

Mass ratio, μ 5% 2.5%

Stiffness of TMD, k_T [N/m] 273036 132843

Optimum damping, D_opt 0.127 0.093

Damping coefficient, d [Ns/m] 7527 2657

Geometric data

Length of bridge L= 100 m

Width of bridge w= 2 m

Pylon height h_py=10 m

Sag height hsag=1.5 m

Pylon to anchorage distance L_pa=13.67 m Material data

Yield strength of steel f_y=400 MPa

D.R. Widarda, E. Zulkifli, FX. A.T. Prabowo, T.D. Akbar

TS1-118 Figure 5 shows the displacement and velocity of bridge deck at mid-span due to harmonic loading for 3 cases:

 Without TMD

 With single TMD at mid-span

 With double TMD at one-quarter span

Due to harmonic loading, the using of single TMD at mid-span gives biggest decrement for both displacement and velocity, that are 84mm to 49mm or about 42% of reduction and from 887mm/s to 492mm/s (45%).

(a) Vertical displacement

(b) Velocity

Fig. 5: Vertical displacement and velocity of deck at half span due to human induced vibration

Figure 6 shows the responses of structure at mid-span due to vertical ground acceleration in frequency domain. It is shown that applying TMD gives larger amplitude in the frequency range of 0.1-2.6 Hz. The single TMD results bigger increment of responses compared to double TMD.

-100 -50 0 50 100

0 2 4 6 8 10

Without TMD 1TMD 2TMD

Time [s]

Displacement [mm]

-1000 -500 0 500 1000 1500

0 2 4 6 8 10

Without TMD 1TMD 2TMD

Time [s]

Velocity [mm/s]

D.R. Widarda, E. Zulkifli, FX. A.T. Prabowo, T.D. Akbar

TS1-119 (a) Vertical displacement

(b) Velocity

Fig. 6: Vertical displacement and velocity of deck at half span due to ground acceleration in frequency domain.

Fig. 7: Time history vertical displacement of deck at half span due to ground acceleration.

Even though displacement of deck without TMD is exceeded during the excitation (Figure 7), the peak displacement of bridge deck due to ground acceleration after applying TMD decreases from 4.93mm to 4.63mm or about 6%. Double TMDs gives smaller increment of vertical displacement compared to single TMD response.

SUMMARY

It is shown that applying certain TMD can lead to unexpected structural response. Therefore, a careful design of TMD should be done specially for structure imposed by different loading characters. In this case study, distributing TMD in one-quarter span gives better responses to meet harmonic loading and general loading.

0 0.5 1 1.5 2 2.5

0 1 2 3 4

Without TMD 1 TMD 2TMD

Frequency [Hz]

Amplitude [mm]

0.0 5.0 10.0 15.0 20.0

0 1 2 3 4

Without TMD 1 TMD 2TMD

Frequency [Hz]

Amplitude [mm/s]

-6 -4 -2 0 2 4 6

0 2 4 6 8 10

Without TMD 1TMD

2TMD

Time (s)

Displacement (mm)

D.R. Widarda, E. Zulkifli, FX. A.T. Prabowo, T.D. Akbar

TS1-120

ACKNOWLEDGEMENT

The support of the Structural Laboratory, Institut Teknologi Bandung (ITB) on MIDAS Civil is deeply appreciated.

REFERENCES

Meinhardt, C. and Siepe, D. (2010), Application of Tuned Mass Control Systems for Earthquake Protection. Applied Mechanics pp.453-462.

Petersen, C. (2001). Schwingungsdämpfer im Ingenieurbau. Maurer Söhne, München.