prof.tamura july19 apss2010 wind-universitatea tokyo

8/13/2019 Prof.tamura July19 APSS2010 Wind-universitatea Tokyo

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WindWind--induced Response of Buildingsinduced Response of Buildingsand Control Techniquesand Control Techniques

Yukio TamuraYukio TamuraWind Engineering Research CenterWind Engineering Research Center

APSSAPSS The University of TokyoThe University of TokyoJuly 19, 2010July 19, 2010


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Strong Wind EventsStrong Wind Events

MonsoonMonsoon

ExtratropicalExtratropical CycloneCyclone

Tropical CycloneTropical Cyclone

(Typhoon, Hurricane, Cyclone)(Typhoon, Hurricane, Cyclone)

TornadoTornado

DownburstDownburst

Dust DevilDust Devil Gravity Wind (Gravity Wind (KatabaticKatabatic Wind)Wind)

etc.etc.


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Tropical CyclonesTropical Cyclones(Hurricanes, Typhoons)(Hurricanes, Typhoons)

Wind ClimatesWind Climates


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www.nemas.net/edu/thunderstorms

DownburstDownburst



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TornadoTornado



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DownburstDownburst



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Dust DevilDust Devil



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Gravity Wind (Gravity Wind (KatabaticKatabatic Wind)Wind)


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Cape Town, South AfricaCape Town, South Africa (courtesy of A.(courtesy of A. GoligerGoliger))


Gravity Wind (Gravity Wind (KatabaticKatabatic Wind)Wind)


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Strong Wind EventsStrong Wind Events

MonsoonMonsoon

ExtratropicalExtratropical CycloneCyclone

Tropical Cyclones(Typhoon, Hurricane, Cyclone)

TornadoTornado DownburstDownburst

Dust DevilDust Devil Gravity WindsGravity Winds

etc.etc.


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BackgroundBackground


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WindWind--induced Damage to Tall Buildingsinduced Damage to Tall Buildings

ShitenShitennojinoji 55--story Pagodastory Pagoda47.8m47.8m--high (Wooden Structure)high (Wooden Structure)


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Central pillarCentral pillar

((ShinbashiraShinbashira))

32.56m

Central Pillar in the 5Central Pillar in the 5--story Pagodastory Pagoda

HoryujiHoryuji (The 7th Century) World Oldest Wooden Building(The 7th Century) World Oldest Wooden Building


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Central PillarCentral Pillar

Repeated contact andRepeated contact andseparation from the towerseparation from the towerstructurestructure

GateGate--bar Effectbar Effect(Ishida,1996)(Ishida,1996)

Contribution to the pagodaContribution to the pagodassstabilizationstabilization

Increase in dampingIncrease in damping


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(Osaka, Japan, 1934)(Osaka, Japan, 1934)ASAHI NEWS PAPERASAHI NEWS PAPER

ShitenShitennojinoji 55--story Pagodastory Pagoda47.8m47.8m--high (Wooden Structure)high (Wooden Structure)

TyhpoonTyhpoonMurotoMurotoSep. 21, 1934.Sep. 21, 1934.

Max Peak 60m/sMax Peak 60m/s


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MoleMole AntonellianaAntonelliana(Turin, Italy, 1953)(Turin, Italy, 1953)LA DOMENICA DEL CORRIERELA DOMENICA DEL CORRIERE

The MoleThe MoleAntonellianaAntonellianacollapses. An extraordinarycollapses. An extraordinarywind storm occurred inwind storm occurred inTurin on May 23, 1953,Turin on May 23, 1953,breaking off the spire of thebreaking off the spire of the

famous monument, andfamous monument, andcausing the collapse of acausing the collapse of a

4545--meter length. The Molemeter length. The MoleAntonellianaAntonelliana waswasthe tallestthe tallestmasonry building in Europemasonry building in Europe(167.5m)(167.5m)


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Development of Design & ConstructionDevelopment of Design & Construction

Methods for Tall BuildingsMethods for Tall Buildings A record of fights with strong windsA record of fights with strong winds

GustaveGustave AlexandreAlexandre Eiffel (1832Eiffel (1832--1923)1923)

Eiffel TowerEiffel Towerdrawn bydrawn by G.A.EiffelG.A.Eiffel (Davenport, 1975)(Davenport, 1975)


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MagnitudeMagnitude

Max. Ground AccelerationMax. Ground Acceleration FatalitiesFatalities

InjuredInjured

Damaged BuildingsDamaged Buildings(Engineered Buildings10%)(Engineered Buildings10%) Burned Down BuildingsBurned Down Buildings

Economic LossEconomic Loss

Kobe Earthquake (Kobe Earthquake (January 17, 1995)January 17, 1995)

7.27.2

818 cm/s818 cm/s22

6,4326,43235,00035,000

512,800512,800

7,0007,000

150 Billion USD150 Billion USD(estimated)(estimated)


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ChuetsuChuetsu Earthquake (Earthquake (OctoberOctober 2323,, 20042004))

MagnitudeMagnitude

Max. Ground AccelerationMax. Ground Acceleration

FatalitiesFatalities InjuredInjured

7.27.2

818 cm/s818 cm/s22

6,4326,43235,00035,000

6.86.8

1,3081,308 cm/scm/s22

51514,4964,496

MagnitudeMagnitude




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MagnitudeMagnitude




7.27.2

818 cm/s818 cm/s22

6,4326,43235,00035,000

MagnitudeMagnitude

Max. Ground AccelerationMax. Ground Acceleration FatalitiesFatalities

InjuredInjured

ChuetsuChuetsu Earthquake (Earthquake (OctoberOctober 2323,, 20042004))6.86.8

1,3081,308 cm/scm/s22

51514,4964,496

ExtremeEarth

quakes

ExtremeEart

hquakes

AccAccGroundGrou

nd 1G1G


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Damage due to Typhoon WindsDamage due to Typhoon Winds


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Damage to a roof of a gymnasiumDamage to a roof of a gymnasium

Damages in Miyakojima due to TyphoonDamages in Miyakojima due to Typhoon

MaemiMaemi, Sept. 11, 2003, Sept. 11, 2003


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Damage due to wind borne debrisDamage due to wind borne debris




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TyphoonTyphoon MaemiMaemi, Sept. 11, 2003, Sept. 11, 2003

Miyakojima Island Meteorological StationMiyakojima Island Meteorological Station

(Okinawa Pref., Japan)(Okinawa Pref., Japan)

Maximum Mean Wind SpeedMaximum Mean Wind Speed

Maximum Peak GustMaximum Peak Gust(10(10thth highest in Japan)highest in Japan)

Lowest PressureLowest Pressure( 8( 8thth lowest in Japan)lowest in Japan)

Miyakojima SelfMiyakojima Self--Defense ForceDefense ForceMaximum Peak GustMaximum Peak Gust

Furukawa Electric Co. LtdFurukawa Electric Co. LtdMaximum Peak GustMaximum Peak Gust

: 34.8: 34.8 m/sm/s

:: 74.174.1 m/sm/s

: 912: 912 hPahPa

:: 87.087.0 m/sm/s

:: > 90> 90 m/sm/s


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TyphoonTyphoon MaemiMaemi, Sept. 11, 2003, Sept. 11, 2003

Miyakojima Island Meteorological StationMiyakojima Island Meteorological Station

(Okinawa Pref., Japan)(Okinawa Pref., Japan)

Maximum Mean Wind SpeedMaximum Mean Wind Speed

Maximum Peak GustMaximum Peak Gust(10(10thth highest in Japan)highest in Japan)

Lowest PressureLowest Pressure( 8( 8thth lowest in Japan)lowest in Japan)

Miyakojima SelfMiyakojima Self--Defense ForceDefense ForceMaximum Peak GustMaximum Peak Gust

Furukawa Electric Co. LtdFurukawa Electric Co. LtdMaximum Peak GustMaximum Peak Gust

: 34.8: 34.8 m/sm/s

:: 74.174.1 m/sm/s

: 912: 912 hPahPa

: 87.0: 87.0 m/sm/s

: > 90: > 90 m/sm/s

ExtremeTropica

lCyclones

ExtremeTropic

alCyclones

VV3speak

3speak

80m/s80m/s90m/s90m

/s


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Seismic Force & Wind ForceSeismic Force & Wind Force

Bas

eShear

Bas

eShear

Building HeightBuilding Height

200200 300 m300 m

Seismic ForceSeismic Force

Wind ForceWind Force


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Seismic Force & Wind ForceSeismic Force & Wind Force

Tall BuildingsTall Buildings-- Seismic ForceSeismic ForceInertial ForceInertial Force Light Weight & FlexibleLight Weight & Flexible-- Wind ForceWind ForceSurface PressureSurface Pressure Massive & StiffMassive & Stiff

Seismic ForceSeismic ForceWind Force (Wind Force (HH< 200m)< 200m) Buildings in Japan are basicallyBuildings in Japan are basically

designeddesigned against seismic force.against seismic force. Vulnerable to Daily WindVulnerable to Daily Wind

Auxiliary Damping DevicesAuxiliary Damping Devices Ex. in Japan


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Pedestrian Level WindsPedestrian Level Winds


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Courtesy of AdamCourtesy of Adam GoligerGoliger

.and we can ignore wind effects..and we can ignore wind effects.

Nobody will ever notice them.Nobody will ever notice them.

Can we save 100, 000USD by notCan we save 100, 000USD by not

conducting wind tunnel tests ?conducting wind tunnel tests ?


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Wind Environment for Pedestrians andWind Environment for Pedestrians and

Surrounding BuildingsSurrounding Buildings


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Courtesy of AdamCourtesy of Adam GoligerGoliger

Then, we can enjoy strong winds aroundThen, we can enjoy strong winds around

the tall building !the tall building !

Monroe Effect


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.. but I said.. but I said I donI dont wish to pay mucht wish to pay much

more in the future.more in the future.


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e.g. The Metropolis of Tokyoe.g. The Metropolis of Tokyo

For buildings higherFor buildings higher than 100m and with a totalfloor area larger than 10floor area larger than 1055 mm22

-- Wind tunnel tests or CFD prWind tunnel tests or CFD predictedictions

-- Evaluation by given assessmEvaluation by given assessment methods

-- Field measurements before and afterField measurements before and afterconstruction (at least 1 year each)construction (at least 1 year each)

Municipal Bylaws on EnvironmentalMunicipal Bylaws on Environmental

AssessmentAssessment

A E l f St f P d t i dA E l f St f P d t i d


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An Example of Steps for Pedestrians andAn Example of Steps for Pedestrians and

Surrounding BuildingsSurrounding Buildings NEC HQ OfficeNEC HQ Office


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Habitability to Building VibrationsHabitability to Building Vibrations

Probabilistic Human Perception


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Probabilistic Human PerceptionThreshold

Tamura (1998)Tamura (1998)

5050

1010

55

22

11

2020

0.50.5

0.20.2

0.10.1

AccelerationAmplitude(cm

/s

Ac

celerationAmplitude(cm

/s22))

2%2%

10%10%

90%90%

DenoonDenoon, 2000,, 2000,Average valueAverage value

(Full(Full--scale)scale)

0.10.1 0.2 0.50.2 0.5 11 22 5 105 10

Frequency (Hz)Frequency (Hz)

90%90%

99%99%

50%50%

10%10%2%2%1%1%

Jeary et al., 1988 (FullJeary et al., 1988 (Full--scale)scale)

AIJ G id li 2004AIJ G id li 2004


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AIJ Guidelines 2004AIJ Guidelines 2004

Guidelines for the Evaluation of Habitability to Building VibratGuidelines for the Evaluation of Habitability to Building Vibrationion

HH--1010

HH--3030HH--5050HH--7070HH--9090

0.10.1 0.2 0.5 1 20.2 0.5 1 2 55Frequency (Hz)Frequency (Hz)

2020

55

22

11

0.50.5

1010

Annu

alPeakA

ccelerat

ion

Annu

alPeakAcceleration

(cm/s(cm/s22))

Deterministic Evaluation MethodDeterministic Evaluation Method


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0.1

1

10

100

0.1 1 10(Hz)

(cm/s2)

H1

H3

High-rise ResidencesOfficesHotels Detached Houses

0.1 0.2 0.5 1 2 5 10Frequency (Hz)

Annual

Maximum

Acceleration(cm/s

Annual

Maximum

Accelerati

on(cm/s22))100

10

1

0.1

HH--9090

HH--1010

HH--5050

AIJ Guidelines 2004AIJ Guidelines 2004Deterministic Evaluation MethodDeterministic Evaluation Method


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ISO10137 (2007)ISO10137 (2007)


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ISO10137 (2007)ISO10137 (2007)Bases for design of structuresBases for design of structures Serviceability of buildings andServiceability of buildings and

walkways against vibrationwalkways against vibration

0.06 0.1 0.2 0.5 1 20.06 0.1 0.2 0.5 1 2 55HzHz

1st Natural Frequency1st Natural Frequency ff00

5050

2020

1010

55

22

AnnualPeak

Acceleration

An

nualPeak

Acceleration

OfficesOffices

ResidencesResidences

(cm/s(cm/s22))

HH--9090HH--7070HH--5050HH--3030HH--1010

DampingDevices

DampingDevices


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Various Types of WindVarious Types of Wind--induced Vibrationsinduced Vibrations


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VortexVortex ResonanceResonance


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VortexVortex--ResonanceResonance

Circular ChimneyCircular Chimney

HighHigh speed Vortexspeed Vortex ResonanceResonance


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HighHigh--speed Vortexspeed Vortex--ResonanceResonance

Circular Observatory TowerCircular Observatory Towerdue to vortices shed from the top enddue to vortices shed from the top end

OvallingOvalling


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OvallingOvalling

Circular ChimneyCircular Chimney

VortexVortex ResonanceResonance


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Circular Pipe BeamsCircular Pipe Beams Karman VortexKarman Vortex

P i di Sh ddi f K V tiP i di Sh ddi f K V ti


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Periodic Shedding of Karman VorticesPeriodic Shedding of Karman Vortices



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Rectangular PrismRectangular Prism Karman VortexKarman Vortex

GallopingGalloping


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GallopingGalloping

Transmission LinesTransmission Lines


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SnowSnow--stuck to Electric Wire due to Windstuck to Electric Wire due to Windsnowsnow

snowsnow

windwind

windwind

Galloping and Torsional FlutterGalloping and Torsional Flutter


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Galloping and Torsional FlutterGalloping and Torsional Flutter

Tacoma Narrows BridgeTacoma Narrows Bridge

Mechanism of Torsional FlutterMechanism of Torsional Flutter


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VortexVortex

VortexVortex

Mechanism of Torsional FlutterMechanism of Torsional Flutter

Pressure distribution enhances the motion !Pressure distribution enhances the motion !

RainRain--WindWind--induced Vibrationinduced Vibration


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RainRain WindWind induced Vibrationinduced Vibration

Suspension Bridge CablesSuspension Bridge Cables

RainRain--WindWind--induced Vibrationinduced Vibration


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rivuletrivulet

with rainwith rain

Raina WindW d induced Vibrationduced V b at o

Suspension Bridge CablesSuspension Bridge Cables

without rainwithout rain


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Characteristics of WindCharacteristics of Wind--induced Responseinduced Response

WindWind--induced Responses of Tallinduced Responses of TallB ildiB ildi


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BuildingsBuildings

AlongAlong--wind Displacementwind Displacement

Crosswind DisplacementCrosswind Displacement

Torsional DisplacementTorsional Displacement(at the corner)(at the corner)

Power spectra of wind forces acting on a highPower spectra of wind forces acting on a high--riserisebuilding modelbuilding model


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(2(2HH/3, Wind tunnel, Kikuchi & Hibi 1995)/3, Wind tunnel, Kikuchi & Hibi 1995)

CCDD

Force balanceForce balancePressurePressure

AlongAlong--windwind CrosswindCrosswind

SS

ffvvBBS =S =UU

Strouhal NumberStrouhal Number

ffB /B /UUffB /B /UU

ffSS((ff))//((qqHH

BHBH))22

ffSS((ff))

//((qqHH

BHBH))22

building modelbuilding model

NakanoNakano DendenDenden BuildingBuilding


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FullFull--scalescaleFullFull--scalescale

WindWindTunnelTunnel

WindWindTunnelTunnel

NakanoNakano DendenDenden BuildingBuilding

Fujimoto et al., 1980Fujimoto et al., 1980

NagasakiNagasaki HuisHuis Ten BoschTen Bosch DomtorenDomtoren


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Typhoon 9121

rmsrms

maxmax Win

dtu

nnel

Wind

tunnel

Along-wind Crosswind

NagasakiNagasaki HuisHuis Ten BoschTen Bosch DomtorenDomtoren

H= 99.4m

Variation of Responses withVariation of Responses with


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Acceleration ResponsesAcceleration Responses

AlongAlong--windwind :: XXMAXMAX UU2.52.5CrosswindCrosswind :: YYMAXMAX UU3.73.7

Displacement ResponsesDisplacement Responses

AlongAlong--windwind :: XXMAXMAX UU2.12.1(Mean component(Mean component UU22))CrosswindCrosswind :: YY

MAXMAX UU3.13.1

pp

Mean Wind SpeedMean Wind Speed

Example !!

ctract

raCrosswind ForceCrosswind Force


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1

0 f0BU

|H(i f)|2 Generalize

dForceSpec

Generalize

dForceSpec

increase ofincrease of

wind speedwind speed

SSFF ((ff00))

Mechanical

Mechanical

Admittance

Admittance

ffBBUU

Resonant ComponentResonant Component

FF22 ff00 SSFF ((ff00))AARR == 44KK22 FF 22AlongAlong--wind Forcewind Force

Torsional MomentTorsional Moment

AlongAlong--wind Response & Crosswind Responsewind Response & Crosswind Response


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AlongAlong--windwind ::

XX

((tt

) =) =

XX

mm ++

xx

((tt

))

Crosswind :Crosswind : zero meanzero mean YY((tt) =) =yy((tt))

AlongAlong--windwind

CrosswindCrosswind AlongAlong--windwind

CrosswindCrosswind



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AlongAlong--windwindYY CrosswindCrosswind

XXAlongAlong--windwind

XX

CrosswindCrosswindYY

XX--dirdir..AlongAlong--windwind CrosswindCrosswind HH > 85m85m YY--dirdir..AlongAlong--windwind CrosswindCrosswind HH < 150m< 150m CrosswindCrosswind >> AlongAlong--windwind H >H > 150m150m

20m20m40m40mCategory IICategory IIUU00=35m/s=35m/s 100y100y--recurrencerecurrenceWindWind

WindWind



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AlongAlong--windwindCrosswindCrosswind AlongAlong--windwind

CrosswindCrosswind

0


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00

22

44

66

00 55 1010 1515 2020 2525 3030

Displacement

Displacement

cmcm

TimeTime

RTKRTKGPSGPS

AccelerometerAccelerometer

--2020

--1010

001010

2020

Accelerati

on

Acceleration

cm/scm/s 22

QuasiQuasi--static componentstatic component

Resonant componentResonant component

Static componentStatic component

ss

Accelerometer and GPSAccelerometer and GPS


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Dynamic Characteristics of BuildingsDynamic Characteristics of Buildings

Japanese Damping DatabaseJapanese Damping Database


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Japanese Damping DatabaseJ p p g

Number of Buildings and Structures285

SteelBuildings

(Steel)

SteelEncased

ReinforcedConcreteBuildings

(SRC)

ReinforcedConcreteBuildings

(RC)

Tower-LikeNon-Building

Structures

137 43 25 80HAve.= 101m HAve.= 60m HAve.= 124m

15.5m 282.3m 11.6m167.4m 10.8m129.8m 9.1m226.0m

Office :Hotel :

Others :

992513

Apartment :Office :School :Others :

352049

Chimney :Lattice :Tower :Others :

2624236

(S)(S) (SRC)(SRC) (RC)(RC)

Fundamental Natural PeriodFundamental Natural Period(Steel Buildings)(Steel Buildings)


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Building Height (m)

0

1

2

3

4

5

6

7

0 50 100 150 200 250 300

H

N

aturalPeriod

(s)

T1 H, r0.020 0.94

T1

f1 = 50/H

(Steel Buildings)(Steel Buildings)

Fundamental Natural PeriodFundamental Natural Period(RC/SRC Buildings)(RC/SRC Buildings)


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0

1

2

3

0 50 100 150 200

RC

SRC

Building Height (m)H

NaturalPeri

od

(s)

T1 H, r0.015 0.94

T1

(RC/SRC Buildings)(RC/SRC Buildings)

f1 = 67/H

Higher Translational ModeHigher Translational ModeNatural PeriodsNatural Periods (Steel Buildings)(Steel Buildings)


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Natural PeriodsNatural Periods (Steel Buildings)(Steel Buildings)

Fundamental Natural Period (s)

0

1

2

3

0 1 2 3 4 5 6 7

T1

Natu

ralPeriod

(s)

T2,T3,T4 2nd Mode

T2 T

1, r

T3 T

1, r

T4 T

1, r

0.33 0.99

0.18 0.95

0.13 0.91

3rd Mode

4th Mode

f3 = 280/H

f2 = 150/H

f4 = 380/H

Torsional Mode Natural PeriodsTorsional Mode Natural Periods


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Fundamental Natural Period (s)

0

1

2

3

4

5

0 1 2 3 4 5 6 7T

1

TorsionalNatura

lPeriod

(s)

TT

T1

, r0.75 0.94

TT


fT

= 67/H

Damped Free Oscillation (FullDamped Free Oscillation (Full--scale)scale)


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p (p ( ))

--0.080.08

00

0.080.08

00 55 1010 1515 2020 2525 3030 3535 4040

Amplitu

de(cm)

Amplitu

de(cm)

Time (s)Time (s)

0.040.04

--0.040.04

Damping Ratio = 0.93%Damping Ratio = 0.93%

Damping Ratios & Natural PeriodsDamping Ratios & Natural Periods


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(JDD)(JDD)

Damping Ratios & Natural PeriodsDamping Ratios & Natural Periods


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(RC/SRC Buildings)(RC/SRC Buildings)

0.1 1

1st Mode

2nd Mode3rd Mode

320.50.20.05

Natural Period (s)T

Damping

Ratio

0.1

0.01

0.001

(JDD)(JDD)


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Damping in BuildingsDamping in Buildings

Estimation of dampingEstimation of damping-- no theoretical methodno theoretical method

-- based on fullbased on full--scale datascale data

significant scattersignificant scatter

Dispersion of Damping DataDispersion of Damping Data


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Structural MaterialsStructural Materials

Soil & FoundationsSoil & Foundations

Architectural FinishingArchitectural Finishing

JointsJoints

NonNon--structural Membersstructural Members

Vibration AmplitudeVibration Amplitude

NonNon--stationarity of Excitationsstationarity of Excitations

Vibration Measuring MethodsVibration Measuring MethodsDamping Evaluation TechniquesDamping Evaluation Techniques

etc.etc.

Causes of Damping in BuildingsCauses of Damping in Buildings


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(Structural Frames) INTERNAL FRICTION DAMPING(Structural Frames) INTERNAL FRICTION DAMPING

(Wind Forces)(Wind Forces)

AERODYNAMIC DAMPINGAERODYNAMIC DAMPINGVibrationVibration

(Damping Devices)(Damping Devices)

TMD, HMD, TLD, AMDTMD, HMD, TLD, AMD

(Non(Non--elastic Behavior) HYSTERETIC DAMPINGelastic Behavior) HYSTERETIC DAMPING

(Secondary Structural Members,(Secondary Structural Members,NonNon--loadload--bearing Walls, Cladding)bearing Walls, Cladding)FRICTION DAMPINGFRICTION DAMPING

(Damping Devices)(Damping Devices)

HYSTERETIC, VISCOUS,HYSTERETIC, VISCOUS,VISCOVISCO--ELASTIC, FRICTION,ELASTIC, FRICTION,AVS etc.AVS etc.

(Foundation)(Foundation)(Ground)(Ground)

INTERNAL FRICTION DAMPINGINTERNAL FRICTION DAMPING(Ground)(Ground)

RADIATION DAMPINGRADIATION DAMPING

Stick-SlipBehavior of

Contact Surfaces

Soil-StructureInteraction

Amplitude DependencyAmplitude Dependency


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0.01

0.02

0.03

0 1 2 3 4 5 6 7

Acceleration Amplitude (10-2

m/sec2)

Dampin

gRatio

1

0.64

0.645

0.65

0.655

0.66

0.665

NaturalFre

quency

f1(Hz)

Damping RatioDamping Ratio 11

NaturalNatural

FrequencyFrequencyff11

An Observatory Building (An Observatory Building (HH=99m)=99m)


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StickStick--slip Modelslip Model


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Increase of amplitudeIncrease of amplitude

Increase of number of slipping jointsIncrease of number of slipping joints Increase of friction dampingIncrease of friction damping& Decrease of stiffness& Decrease of stiffnessSum of a lot of frictional damping effectsSum of a lot of frictional damping effects Viscous dampingViscous damping

++ ++ ++ ==

for Damping in Buildingsfor Damping in Buildings

FullFull--scale Fundamental Naturalscale Fundamental NaturalPeriods & Their Design ValuesPeriods & Their Design Values


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Design Natural Period (s)

0

1

2

34

5

6

7

0 1 2 3 4 5 6 7

Td

MeasuredNatural

Period

(s)

Tm Td, r0.80 0.94Tm


20%20%

Proposed Damping PredictorProposed Damping Predictorin AIJ 2000in AIJ 2000


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RCRC buildings :buildings :

11 = 0.0143= 0.0143ff11 + 470+ 470((xxHH//HH)) 0.00180.0018xxHH//H


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RCRC buildings :buildings :

11 = 0.93/= 0.93/HH + 470+ 470((xxHH//HH)) 0.00180.0018xxHH//H


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(Tamura et al., 2000)(Tamura et al., 2000)

0

0.02

0.04

0.06

0.08

0.1

0 0.02 0.04 0.06 0.08 0.1F

ull-ScaleD

ampingRatio

1

0.88r

Predicted Damping Ratio by Eq.(8)Proposed Predictor

(Tamura 2000)

RC BuildingsRC Buildings

Design Damping Ratios (Steel)(Tamura et al., 2000)(Tamura et al., 2000)


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Habitabilit Safet

Damping Ratio

1 (%)

Damping Ratio

1 (%)

HeightH (m)

Natural

Frequencyf1(Hz)

Rec. Standard

Natural

Frequencyf1(Hz)

Rec. Standard30 1.7 1.8 2.5 1.4 2 340 1.3 1.5 2 1.0 1.8 2.550 1.0 1 1.5 0.83 1.5 2

60 0.83 1 1.5 0.69 1.5 270 0.71 0.7 1 0.60 1.5 280 0.63 0.7 1 0.52 1 1.590 0.56 0.7 1 0.46 1 1.5100 0.50 0.7 1 0.42 1 1.5

150 0.33 0.7 1 0.28 1 1.5200 0.25 0.7 1 0.21 1 1.5

"Rec." : "Recommended" values.

f1= 10.020H(Habitability), f1= 10.024H(Safety)

Safety : Elastic Range

Design Damping Ratios (RC)(Tamura et al., 2000)(Tamura et al., 2000)


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Habitabilit Safet

Damping Ratio

1 (%)

Damping Ratio

1 (%)

Height

H (m)

Natural

Frequency

f1(Hz) Rec. Standard

Natural

Frequency

f1 (Hz) Rec. Standard

30 2.2 2.5 3 1.9 3 3.540 1.7 1.5 2 1.4 2 2.5

50 1.3 1.2 1.5 1.1 2 2.5

60 1.1 1.2 1.5 0.93 1.5 2

70 0.95 0.8 1 0.79 1.5 2

80 0.83 0.8 1 0.69 1.2 1.5

90 0.74 0.8 1 0.62 1.2 1.5

100 0.67 0.8 1 0.56 1.2 1.5

"Rec." : "Recommended" values.

f1= 10.015H(Habitability), f1= 10.018H(Safety)

Safety : Elastic Range


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Suppression of WindSuppression of Wind--InducedInduced

R (B ff ti )R (B ff ti )


90/156

Response (Buffeting)Response (Buffeting) MMSS++ CCSSYY++KKSSYY

= (1/2)= (1/2)UU22

BB22

CCWW(t)(t) ++FFCC (t)(t)MMSS : Mass,: Mass, CCSS : Damping Factor,: Damping Factor,KKSS : Stiffness,: Stiffness,YY : Displacement,: Displacement, UU : Mean Wind Speed,: Mean Wind Speed, : Air: Air--density,density,CCWW((tt) : Aerodynamic Coefficient,) : Aerodynamic Coefficient, FFCC((tt) : Control Force) : Control Force

**+2+2SS YY** ++ YY**==nn**UU**22 CCWW(t(t

**)) ++FFCC**(t(t**))

SS : Damping Ratio,: Damping Ratio, YY** = Y= Y/B/B : Reduced Displacement,: Reduced Displacement,UU** == U/U/SSBB : Reduced Velocity,: Reduced Velocity, nn** == BB 33//22MMSS : Mass Ratio,: Mass Ratio,SS = 2= 2ffSS : Building: Buildings Natural Circular Frequency,s Natural Circular Frequency,FFCC*

*((tt*

*) : Non) : Non--dimensional Control Force for Unit Massdimensional Control Force for Unit Mass

Suppression ofWind-Induced Responses


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Aerodynamic MeansAerodynamic Means-- change in sectional shapechange in sectional shape-- shear layer controlshear layer control

Structural DesignStructural Design

-- increase in massincrease in mass-- increase in stiffnessincrease in stiffness

Auxiliary Damping DevicesAuxiliary Damping Devices

-- increase in dampingincrease in damping-- vibration controlvibration control

Aerodynamic DesignAerodynamic Design


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Wind RosesWind Roses

Sapporo TokyoSapporo Tokyo



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Wind Direction (Building Orientation)Wind Direction (Building Orientation)

BB = 20m,= 20m, DD = 40m,= 40m, HH = 40m= 40m

Max. AccelerationMax. Acceleration

Max. DisplacementMax. Displacement

63%63% 100%100%

50%50% 100%100%

Periodic vortices shed from a squarePeriodic vortices shed from a square

prismprism (Streak Lines CFD)(Streak Lines CFD)


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prismprism (Streak Lines, CFD)(Streak Lines, CFD)

K. Shimada


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From Compulsory to Free StyleFrom Compulsory to Free Style


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From Compulsory to Free StyleFrom Compulsory to Free StyleCorner cutChamfered

Ellipse

1:2CircleRectangle

1:2Square Corner cutChamfered

Ellipse

1:2CircleRectangle

1:2Square


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DrumInverse

4-Tapered

HelicalCircle +

Ellipse 180o

Setback

HelicalEllipse180o

4-Tapered

Corner

HelicalRectangle

180o

2-Tapered

HelicalSquare 360o

Tapered

HelicalSquare 270o

HelicalSquare 180o

HelicalSquare 90o

Helical

Tilted

SnakingTilted

Base

DrumInverse

4-Tapered

HelicalCircle +

Ellipse 180o

Setback

HelicalEllipse180o

4-Tapered

Corner

HelicalRectangle

180o

2-Tapered

HelicalSquare 360o

Tapered

HelicalSquare 270o

HelicalSquare 180o

HelicalSquare 90o

Helical

Tilted

SnakingTilted

Base

Void

Void

Void

Void

Void

Void

Void

3-CircleOblique

Void

Oblique

Void

Setback

Helical

Oblique

Void

Setback

Corner cut

Cross Void

Corner cut Helical Tapered

Corner cut

Helical

Composite

Void

Cross VoidCross Void 3-CircleOblique

Void

Oblique

Void

Setback

Helical

Oblique

Void

Setback

Corner cut

Cross Void

Corner cut Helical Tapered

Corner cut

Helical

Composite

Void

Cross VoidCross Void

HFFB ModelHFFB Model

SMPMS Pressure Model

Power Spectrum ofPower Spectrum of

Crosswind Base MomentCrosswind Base Moment

VV VV


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Crosswind Base MomentVV500y500yVV1y1y

fB/UH

0.0001

0.001

0.01

0.1

0.001 0.01 0.1 1

Square

Corner cutTaperedSetback

90oHelical

180oHelical

fSML

/(qHB

H2)2

4-Tapered

fSML

(f)/

(qH

BH2)2

Corner CutCorner Cut

SquareSquare

4 Tapered4 Tapered

SetbackSetback

180180HelicalHelical

9090HelicalHelical

700 500500--yearyear--rec. for Structural Safetyrec. for Structural Safety

)

WindWind--induced Responsesinduced Responses


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0

100200

300

400

500

600

(cm/s

2)

500500 yearyear rec. for Structural Safetyrec. for Structural Safety

PeakAcc.

(cm/s2)

0

4

8

12

16

20

1 2 3 4 5 6 7 8 9 10

(cm/s

2)

PeakAcc.(c

m/s2) 11--yearyear--rec. for Habitabilityrec. for Habitability

Sq

uare

Chamfered

Corne

rcut

T

ilted

four-Tap

ered

Set

back

two-Tap

ered

Helical

Void

InversefourTap

ered

H

elical

H

elical

Corner

Cut

Corner

Cut

Strouhal Peaks ofStrouhal Peaks ofLocal Crosswind ForcesLocal Crosswind Forces

ee


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180

180ooHelic

al

Helic

al

00

0.10.10.20.2

0.30.3

0.40.40.50.5

0.60.6

0.70.7

0.80.8

0.90.9

11

00 0.050.05 0.10.1 0.150.15 0.20.2 0.250.25

ffpeakpeakB/UB/UHH

Square

Square

S

etback

S

etback

9090ooHelical

Helical

z /Hz /H



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Vertical variationVertical variation

of sectional sha eof sectional sha e



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Vertical variationVertical variationof sectional shapeof sectional shape

Suppression of Wake Buffeting bySuppression of Wake Buffeting byRotorsRotors


103/156



104/156

Rotors are not rotating.Rotors are not rotating.

Vortex SheddingVortex Shedding

FrequencyFrequency

SVSVffvv ==

DD



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Rotors are rotating.Rotors are rotating.

Vortex SheddingVortex SheddingFrequencyFrequency

SVSVffvv ==

DD

StructuralStructural DesignDesign

Increasing StiffnessIncreasing Stiffness KKSS


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Increasing StiffnessIncreasing StiffnessKKSS-- natural frequencynatural frequencyffSS increasesincreases

nonnon--dimensional wind speeddimensional wind speed U*U* decreasesdecreases-- member stress reducesmember stress reduces Increasing MassIncreasing MassMMSS-- air/building mass ratioair/building mass ration*n* decreasesdecreases

-- natural frequencynatural frequencyffSS decreasesdecreases nonnon--dimensional wind speeddimensional wind speed U*U* increasesincreases no change inno change inn*U*n*U*22

*+2S Y* + Y* =n*U*2 CW(t*) +FC*(t*)

StructuralStructural DesignDesign

Increasing StiffnessIncreasing Stiffness KKSS


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Increasing StiffnessIncreasing StiffnessKKSS-- natural frequencynatural frequencyffSS increasesincreases

nonnon--dimensional wind speeddimensional wind speed U*U* decreasesdecreases-- member stress reducesmember stress reduces Increasing MassIncreasing MassMMSS-- air/building mass ratioair/building mass ration*n* decreasesdecreases

-- natural frequencynatural frequencyffSS decreasesdecreases nonnon--dimensional wind speeddimensional wind speed U*U* increasesincreases no change inno change inn*U*n*U*22

*+2S Y* + Y* =n*U*2 CW(t*) +FC*(t*)

ScrutonScrutonNu

mberNumberSSCC forfor

Aerodynam

ic

Aerodynam

icInstibilityInstibility

SSCCMMSS

100

Increase of StiffnessIncrease of StiffnessKKSS

Increase of Natural Frequency fIncrease of Natural Frequency f

11


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0.01 0.1 1 (Hz)

Natural Frequencyf1

100

1

0.1

Pea

kAccele

ration(cm

/s2)

Pea

kDispla

cement(cm)

: Damping Ratio: Damping Ratio

Increase of Natural Frequency f

ISO10137OfficesResidences

100

Increase of StiffnessIncrease of StiffnessKKSS

Increase of Natural Frequency fIncrease of Natural Frequency f

11


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0.01 0.1 1 (Hz)

Natural Frequencyf1

100

1

0.1

Pea

kAccele

ration(cm

/s2)

Pea

kDispla

cement(cm)

ISO10137OfficesResidences

AccelerationAcceleration =1%AccelerationAcceleration =5%

DisplacementDisplacement =1%

Building ResponseBuilding Response

: Damping Ratio: Damping Ratio

Increase in Damping

Increase of Natural Frequency f

Steel Buildings andSteel Buildings andReinforced Concrete BuildingsReinforced Concrete Buildings

SteelSteel Reinforced ConcreteReinforced Concrete

f 1 1 2


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ff11 11 :: 1.21.211 1 :1 : 1.31.3SS 11 :: 2.02.0AAMAXMAX,1yr,1yr 11 : 0.36: 0.36XXMAXMAX,100yr,100yr 11 : 0.32: 0.32 ff11 : Natural Frequency (1st mode): Natural Frequency (1st mode)11 : Damping Ratio (1st mode): Damping Ratio (1st mode) SS : Building Mass per Unit Volume: Building Mass per Unit Volume AAMAXMAX,1yr,1yr : Maximum Wind: Maximum Wind--Induced Acceleration (1yr rec.)Induced Acceleration (1yr rec.)

XXMAXMAX,100yr,100yr : Maximum Wind: Maximum Wind--Induced Displacement (500yr rec.)Induced Displacement (500yr rec.)

Damping Devices

Passive Damping SystemsPassive Damping Systems Hysteretic DampersHysteretic Dampers

S l D L d DSt l D L d D


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Steel Dampers, Lead Dampers,Steel Dampers, Lead Dampers,Friction Dampers,Friction Dampers, ViscoVisco--Elastic DampersElastic Dampers

Viscous Fluid DampersViscous Fluid DampersViscous Damping Walls, Oil DampersViscous Damping Walls, Oil Dampers

Mass DampersMass DampersTuned Mass Dampers, Tuned Liquid DampersTuned Mass Dampers, Tuned Liquid Dampers

Active Control SystemsActive Control Systems Mass DampersMass Dampers

Active Mass Dampers, Hybrid Mass DampersActive Mass Dampers, Hybrid Mass Dampers Gyro DampersGyro Dampers

Active Gyro StabilizerActive Gyro Stabilizer

NonNon--Resonant SystemsResonant SystemsActive Variable StiffnessActive Variable Stiffness OthersOthers

SemiSemi--active Oil Damper, Activeactive Oil Damper, Active--damping Bridgedamping Bridge

Uncertainty in Structural DampingUncertainty in Structural Damping

C O VC O V 70% (H ill d 1974)70% (H ill d 1974)


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C.O.VC.O.V 70% (Havilland, 1974)70% (Havilland, 1974)SS = 2 %= 2 % 0.6% ~ 3.4%0.6% ~ 3.4% (5.7 times difference)(5.7 times difference) 2.4 times2.4 times difference of winddifference of wind--

induced accelerationinduced acceleration

If a certain damping (e.g.If a certain damping (e.g. addadd = 4 %)= 4 %) is addedis addedartificially:artificially: == SS ++ addadd 4.6% ~ 7.4%4.6% ~ 7.4% (1.6 times difference)(1.6 times difference) 1.3 times1.3 times difference of winddifference of wind--

induced accelerationinduced acceleration

improves structural design reliabilityimproves structural design reliability

TV Shizuoka Media CityTV Shizuoka Media City


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TMD (Chiba Port Tower, 1986)TMD (Chiba Port Tower, 1986)


114/156

HH= 125m= 125m

ffx1x1 = 0.44Hz= 0.44Hz

x1x1 = 0.51%= 0.51%ffy1y1 = 0.43Hz= 0.43Hz

y1y1 = 0.53%= 0.53%

TMD (Chiba Port Tower, 1986)TMD (Chiba Port Tower, 1986)


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mmDxDx

= 10t= 10t

mmDyDy = 15t= 15t

DD = 20%= 20%

TLD Vessels installed in YokohamaTLD Vessels installed in YokohamaMarine Tower (June 1987)Marine Tower (June 1987)


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Crosswind Accelerations of YokohamaCrosswind Accelerations of YokohamaMarine Tower With/WithoutMarine Tower With/Without TLDsTLDs


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Crosswind r.m.s. Accelerations of YokohamaCrosswind r.m.s. Accelerations of YokohamaMarine Tower With/WithoutMarine Tower With/Without TLDsTLDs


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ShinShin--Yokohama Prince HotelYokohama Prince HotelEmployingEmploying TLDsTLDs (March 1992)(March 1992)


119/156

HH = 149m= 149m

TLD Vessels Installed on Roof ofTLD Vessels Installed on Roof ofShinShin--Yokohama Prince HotelYokohama Prince Hotel


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Tokyo International Airport TowerTokyo International Airport TowerEmployingEmploying TLDsTLDs (1993)(1993)


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HH = 77.6m= 77.6m

TLD Vessels Installed in TokyoTLD Vessels Installed in TokyoInternational Airport TowerInternational Airport Tower


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KyobashiKyobashi SeiwaSeiwa Building (1989)Building (1989)


123/156

WindWind--induced Responses ofinduced Responses of KyobashiKyobashi SeiwaSeiwaBuilding With/Without AMD OperationBuilding With/Without AMD Operation

(Sakamoto et al.,1993)(Sakamoto et al.,1993)


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(Sakamoto et al.,1993)(Sakamoto et al.,1993)

Osaka ORC Symbol Tower Building (Osaka ORC Symbol Tower Building (HH=200m)=200m)Employing HMD and TMD [Employing HMD and TMD [MaebayashiMaebayashi, 1993], 1993]


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WindWind--induced Responses With/Without HMDinduced Responses With/Without HMD

Operation(Osaka ORC Symbol Tower Building)Operation(Osaka ORC Symbol Tower Building)


126/156

[[MaebayashiMaebayashi, 1993], 1993]

Active Gyro DamperActive Gyro Damper


127/156

Toshiba Elevator TowerToshiba Elevator Tower

Active Gyro DamperActive Gyro Damper


128/156

(by courtesy of Taisei Corporation)(by courtesy of Taisei Corporation)


129/156

Frequency AdjustmentFrequency Adjustment

And Other IdeasAnd Other Ideas

FullFull--scale Fundamental Naturalscale Fundamental NaturalPeriods & Their Design ValuesPeriods & Their Design Values



130/156

Design Natural Period (s)

0

1

2

3

4

5

6

7

0 1 2 3 4 5 6 7T

d

MeasuredNatura

lPeriod

(s)

Tm

Td

, r0.80 0.94

Tm

( g )g

20%20%

Fundamental Natural Frequency ofFundamental Natural Frequency ofSloshing Motion of Water Inside aSloshing Motion of Water Inside a

Circular Cylindrical VesselCircular Cylindrical Vessel


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TLCD with a Frequency AdjustableTLCD with a Frequency AdjustableSystemSystem

HotelHotel CosimaCosima


132/156

((TeramuraTeramura, 1995), 1995)

TLCD with a Frequency AdjustableTLCD with a Frequency AdjustableSystemSystem

HotelHotel CosimaCosima


133/156

((TeramuraTeramura, 1995), 1995)

Shinjuku Park Tower employing HMDShinjuku Park Tower employing HMD

HH=226.5m,=226.5m,MMSS=130,000=130,000101033kg (Kajima)kg (Kajima)


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Shinjuku Park Tower employingShinjuku Park Tower employingVV--shaped HMDshaped HMD

HH=226.5m,=226.5m,MMSS=130,000=130,000101033kg (Kajima)kg (Kajima)


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Tanida et al. (1993)Tanida et al. (1993)

MultipleMultiple--pendulum HMDpendulum HMDYokohama Landmark TowerYokohama Landmark Tower


136/156

MM

MM

LL

L /L / 33

Yamazaki et al., 1993Yamazaki et al., 1993

(170(170101033kg)kg)

Utilization of Existing MassUtilization of Existing Mass

Heat Storage TanksHeat Storage TanksL T C Bank of Japan:L T C Bank of Japan: 200200 101033 kgkg AMDAMD


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L.T.C. Bank of Japan:L.T.C. Bank of Japan: 200200 101033 kgkg AMDAMD xx--,,yy--dirsdirs.. Ice Thermal Storage TanksIce Thermal Storage Tanks SendagayaSendagaya INTES:INTES: 3636 101033 kgkg 22 AMDAMD Crystal Tower:Crystal Tower: xx--dir.dir. 9090 101033 kgkg 44 TMDTMD

yy--dir.dir. 9090 101033 kgkg 22 Water Supply TanksWater Supply Tanks HotelHotel CosimaCosima:: 4949 101033 kgkg TTLLDD

Heliport DecksHeliport Decks HankyuHankyu ChayamachiChayamachi Building:Building:480480 101033 kgkg AMDAMD

LTC Bank of Japan employing AMDLTC Bank of Japan employing AMD

HH = 130m,= 130m,MMSS=39,800=39,800101033kgkg


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Kitamura et al. (1995)Kitamura et al. (1995)

AMD utilizing 200AMD utilizing 200101033kg (kg (2 dirs.2 dirs.) Heat) HeatStorage TanksStorage Tanks

HH =130m,=130m,MMSS=39,800=39,800101033kgkg


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Kitamura et al. (1995)Kitamura et al. (1995)

HankyuHankyu ChayamachiChayamachi BuildingBuildingEmploying AMDEmploying AMD

HH=160m,=160m,MMSS=14,000=14,000101033kgkg


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HigashinoHigashino et al. (1993)et al. (1993)

AMD utilizing a Heliport DeckAMD utilizing a Heliport Deck

480480 101033kgkg

HankyuHankyu--ChayamachiChayamachi Bldg,Bldg,HH=160m=160m


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48048010103kgkg

HigashinoHigashino et al. (1993)et al. (1993)


142/156

Recent TrendsRecent Trends

Combinations of Four Different DevicesCombinations of Four Different Devices

TMDTMD (2: Habitability to(2: Habitability toWindWind--induced Vibrations)induced Vibrations)

Nippon TV Office (Nippon TV Office (HH= 192.8m)= 192.8m)


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19

2.8

m

19

2.8

m

UnbondedUnbondedBraceBraceUnbondedUnbonded

BraceBrace(64: Extreme(64: Extreme

Earthquakes)Earthquakes)

Link BeamLink Beam(312: Extreme(312: ExtremeEarthquakes)Earthquakes)

OilOilDamperDamper(32: Wind(32: Wind--inducedinduced

Vibrations, Weak,Vibrations, Weak,Medium & ExtremeMedium & ExtremeEarthquakes)Earthquakes)

AMD & Honeycomb Damper

AMDAMD

Kyodo News Service (Kyodo News Service (HH= 172.4m)= 172.4m)

(Habitability to Wind(Habitability to Wind--inducedinduced

Vibrations)Vibrations)


144/156

HoneycombHoneycomb

DamperDamper(Extreme Earthquakes)(Extreme Earthquakes)

Unbonded Brace& Semi-active Oil Damper

RoppongiRoppongi Hills (Hills (HH= 238m)= 238m)

UnbondedUnbonded BraceBrace


145/156

SemiSemi--activeactiveOil DamperOil Damper


SemiSemi--activeactiveOil DamperOil Damper(192: Wind(192: Wind--induced Vibrationinduced Vibration

& Extreme Earthquakes)& Extreme Earthquakes)

(356: Extreme Earthquakes))(356: Extreme Earthquakes))



146/156


147/156

UnbondedUnbonded BracesBraces(Low(Low--yield Stress Steel)yield Stress Steel)

UnbondedUnbonded BracesBraces

Tower YTower Y


148/156

28402840UBsUBs

TheThe MarunouchiMarunouchi BuildingBuilding (2002)(2002)


149/156

AntiAnti--seismic Shaftseismic Shaftin thein the MarunouchiMarunouchi BuildingBuilding (Inada et al., 2002)(Inada et al., 2002)


150/156

AntiAnti--seismic Shaftseismic Shaftin thein the MarunouchiMarunouchi BuildingBuilding (Inada et al., 2002)(Inada et al., 2002)

AntiAnti--seismic shaftsseismic shaftsCentral pillarCentral pillar


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LowLow--yieldyield--strengthstrengthSteelSteel

AntiAnti--seismic shaftseismic shaft (close(close--up view)up view)

AntiAnti--seismic Shaftseismic Shaftin thein the MarunouchiMarunouchi BuildingBuilding


152/156

LowLow--yield Strength Steelyield Strength Steel

Vinod J.Vinod J. ModiModiInventor of Tuned Liquid DamperInventor of Tuned Liquid Damper

((NutationNutation Damper 1980)Damper 1980)


153/156

((NutationNutation Damper, 1980)Damper, 1980)

Vinod J. Modi (1929Vinod J. Modi (1929--2003)2003)

Vinod J. Modi often quotedVinod J. Modi often quoted

the following sentences:the following sentences:No equation will ever be able to reveal theNo equation will ever be able to reveal thesecret innocence of a childsecret innocence of a childs smile thes smile the


154/156

secret innocence of a childsecret innocence of a childs smile, thes smile, theelegant effortless glide of a seagull, or theelegant effortless glide of a seagull, or thegentle murmuring of thegentle murmuring of the hinokihinoki cypress atcypress atdawn.dawn.

Knowledge is but a small islandKnowledge is but a small islandsurrounded by a vast ocean of ignorance.surrounded by a vast ocean of ignorance.

No matter how far we progress, we willNo matter how far we progress, we willalways remain at the shores of thatalways remain at the shores of thatuncharted world.uncharted world.


155/156

Who is this !Who is this !

Thank You !Thank You !


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prof.tamura july19 apss2010 wind-universitatea tokyo

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