Table Of ContentWind Resistant Design of Bridges in Japan
http://avaxhome.ws/blogs/ChrisRedfield
Yozo Fujino Kichiro Kimura Hiroshi Tanaka
l l
Wind Resistant Design
of Bridges in Japan
Developments and Practices
YozoFujino KichiroKimura
Professor Professor
DepartmentofCivilEngineering DepartmentofCivilEngineering
TheUniversityofTokyo FacultyofScienceandTechnology
7-3-1Hongo,Bunkyo-ku TokyoUniversityofScience
Tokyo113-8656 [email protected]
Japan
[email protected]
HiroshiTanaka
ProfessorEmeritus
UniversityofOttawa
K1N6N5,Ottawa,ON
Canada
[email protected]
ISBN978-4-431-54045-8 e-ISBN978-4-431-54046-5
DOI10.1007/978-4-431-54046-5
SpringerTokyoDordrechtHeidelbergLondonNewYork
LibraryofCongressControlNumber:2011945956
#Springer2012
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Preface
Alargenumberoflong-spanbridges,inparticularcable-supportedbridges,havebeen
built in Japan over the past 30 years. The number of cable-supported bridges may
exceed300.TheAkashi-KaikyoBridgeandTataraBridgearetypicalexamples.
Therearemanytechnicalchallengesinconstructinglong-spanbridges.Among
those challenges, including materials, analysis, seismic action, and so on, wind
actions are very important. Tremendous amounts of research and technical devel-
opmenthavebeenaccomplishedintheseareas.
Long-spanbridgesarelight,flexible,andlow-dampedstructures.Wind-induced
staticanddynamicbehaviorsgovernthestructuraldesign.Arationalwind-resistant
designrequiresprofoundandcomprehensiveunderstandingofwindcharacteristics
andperformanceofflexiblebridgesunderwindexcitation.
InJapan,researchontheperformanceofsuspensionbridgesunderwindexcita-
tionstartedinthe1950s.Alargewindtunnelforfullmodelsofsuspensionbridges
wasconstructedattheUniversityofTokyoaround1960andactiveresearchbegan
being conducted. The first guideline on wind-resistant design for the Honshu-
ShikokuBridgeProjectwasissuedinthemiddleofthe1960s.
Thebehaviorofabridgeunderwindexcitationisverycomplexbecauseitisan
outcome of the interaction between wind flow and bridge structure. Wind is light
andextremelydeformable.Hence,forcesongirders,pylons,andcablesinducedby
wind flows are different even if the geometries of these structural members are
slightlydifferent.Thedynamicforcesonthemvaryastheymoveunderwindflows,
creating the so-called motion-dependent forces that are extremely nonlinear.
Theoretical treatment has certain limitations; thus an experimental approach
usingawindtunnelbecomesabsolutelynecessary.
In the 1970s, many wind tunnel facilities mainly for bridge structures were
built by industries and universities in Japan. As a result, experimental basic and
applied research on wind–bridge interaction was very active. In the long-span
bridge projects, enormous wind tunnel tests were conducted in the search for the
configuration of bridge girders and pylons. Control technologies such as tuned-
v
vi Preface
mass damper (TMD) or active control schemes were applied during the construc-
tion or even on a permanent basis. Field measurement to confirm the validity of
windtunneltestswasalsoperformed.Rain–windvibrationofstaycableswasfirst
observedontheMeiko-NishiBridgein1984duringitserection.
The results of active research and development gathered during the wind-
resistant design and the practices on the long-span bridges over the past 30 years
havebeenofenormousimportance.Someoftheresultsandresearchactivitieswere
publishedininternationaljournalsandatconferences,buttheyareratherlimitedin
numberandmanyareunknowntoresearchcommunitiesoutsideJapan.
Aroundtheyear2000,weformedasmallgroupwithintheJapanSocietyofCivil
Engineerstocollectinformationanddataonthewind-resistantdesignoflong-span
bridges such as design guidelines, wind tunnel test results, and structural control
applications.Thesedataandinformationwerecompiledasareportthatwebelieve
will become a valuable asset in the wind-engineering and bridge-engineering
communities.
Yozo Fujinoedited the contentsofthisbookasthe chief editor,andwe would
alsoliketoacknowledgethosewhomadevaluablecontributionstothebook.
YoshiyukiDaito SumitomoHeavyIndustries,Ltd.(Chap.8,Appendix2)
KoichiroFumoto FormerlyoftheHonshu-ShikokuBridgeAuthority(Chaps.1and2)
NobuakiFuruya NationalDefenseAcademyofJapan(Chaps.3and4,Appendix1)
NobuyukiHirahara Honshu-ShikokuBridgeExpresswayCompany,Ltd.(Chaps.1and2)
AkihiroHonda MitsubishiHeavyIndustries,Ltd.(Chaps.4,6,and9)
HiroshiKatsuchi YokohamaNationalUniversity(Chaps.3,7,and9)
KichiroKimura FormerlyoftheKyushuInstituteofTechnology(Chap.6,Appendix1)
ShigekiKusuhara Honshu-ShikokuBridgeExpresswayCompany,Ltd.(Chap.3)
KazutoshiMatsuda FormerlyoftheIHICorporation(Chaps.6and8)
KatsumiMikawa FormerlyoftheHitachiZosenCorporation(Chap.6)
TakuyaMurakami JFESteelCorporation(Chap.8)
FumiakiNagao TokushimaUniversity(Chaps.11and12)
HiroshiSato FormerlyofthePublicWorksResearchInstitute(Chaps.1and2)
ShuichiSuzuki FormerlyoftheHonshu-ShikokuBridgeAuthority(Chaps.4and9)
HiroshiTanaka FormerlyoftheUniversityofOttawa(Chap.10)
ShinsukeTokoro FormerlyoftheMitsubishiHeavyIndustries,Ltd.(Chap.4)
TomomiYagi KyotoUniversity(Chap.10)
HitoshiYamada YokohamaNationalUniversity(Chap.6)
HirokiYamaguchi SaitamaUniversity(Chap.5)
TakeshiYoshimura FormerlyofKyushuSangyoUniversity(Chap.8)
FumitakaYoshizumi FormerlyofMitsuiEngineering&ShipbuildingCo.,Ltd.(Chap.8)
Lastly,supportfromtheJapanSteelBridgeAssociationisgratefullyacknowledged.
Summer2011 YozoFujino
KichiroKimura
HiroshiTanaka
Contents
1 WindResistantDesignCodesforBridgesinJapan.................... 1
1.1 WindResistantDesignPracticeforBridgesinJapan................ 1
1.1.1 SpecificationsforHighwayBridges ......................... 1
1.1.2 WindRelatedCodesfortheHonshu-Shikoku
BridgeProject................................................. 2
1.1.3 WindResistantDesignManualforHighway
Bridges........................................................ 3
1.2 BasicPhilosophyofWindResistantDesign
inJapanesePractice................................................... 3
1.2.1 DesignWindLoadandGustResponse....................... 3
1.2.2 DesignConsiderationofWind-InducedVibration........... 4
1.2.3 WindResistantDesign
oftheAkashi-KaikyoBridge................................. 5
References................................................................... 6
2 WindResistantDesignofHighwayBridgesinGeneral................ 9
2.1 WindLoadSpecificationforHighwayBridges...................... 9
2.1.1 Summary...................................................... 9
2.1.2 WindLoadandItsApplication............................... 9
2.2 WindResistantDesignManualforHighwayBridges ............. 11
2.2.1 OutlineoftheManual....................................... 11
2.2.2 WindCharacteristics........................................ 13
2.2.3 DesignofBridgeDeck...................................... 16
2.2.4 DynamicWindResistantDesignofVery
FlexibleMembers........................................... 21
2.2.5 DynamicWindResistantDesignforBridges
DuringErection............................................. 21
References................................................................. 21
vii
viii Contents
3 WindRelatedCodesfortheHonshu-ShikokuProject................ 23
3.1 WindResistantDesignStandardforHSB(2001).................. 23
3.1.1 Outline ...................................................... 23
3.1.2 ScopeoftheStandard(2001)............................... 25
3.1.3 DefinitionsandNotations................................... 25
3.1.4 WindResistantDesignProcedure.......................... 26
3.1.5 BasicCharacteristicsofWindConsideredinDesign...... 27
3.1.6 StaticDesign................................................ 30
3.1.7 ExaminationofDynamicBehavior......................... 34
3.1.8 BridgeSafetyDuringErection.............................. 35
3.2 WindTunnelTestSpecifications
forHonshu-ShikokuBridges........................................ 36
4 DesignWindSpeed....................................................... 39
4.1 Introduction......................................................... 39
4.2 WindCharacteristics................................................ 39
4.2.1 MeanWindSpeedandInstantaneousWindSpeed ........ 39
4.2.2 WindDirectionandAngleofInclination .................. 40
4.2.3 Intensities,ScalesandSpectraofTurbulence.............. 41
4.2.4 WindSpeedProfileandSpatialCorrelations............... 47
4.3 WindResistantDesignofHonshu-ShikokuBridges............... 53
4.3.1 WindResistantDesignStandardforHSB(1976).......... 53
4.3.2 WindResistantDesignSpecification
forAkashi-KaikyoBridge(1990) .......................... 56
4.3.3 WindResistantDesignStandard
forOnomichi-ImabariRoute(1994) ....................... 58
4.4 WindResistantDesignManualforHighway
Bridges(1991) ...................................................... 60
4.4.1 BasicWindSpeed........................................... 60
4.4.2 PowerLawExponentandDesignWindSpeed ............ 60
4.4.3 CharacteristicsofFluctuatingWindSpeed................. 61
4.4.4 ReferenceWindSpeedforSelf-ExcitedVibration......... 61
4.4.5 AngleofInclination......................................... 62
4.4.6 BasicWindSpeedDuringtheErectionPeriod............. 62
4.5 Examples of Wind Characteristic Prediction Considering
Topography ......................................................... 62
4.5.1 TheKurushima-KaikyoBridges ........................... 64
4.5.2 TheMegamiBridge ........................................ 64
References................................................................. 69
5 StructuralDamping...................................................... 71
5.1 Introduction......................................................... 71
5.2 FieldMeasurementofStructuralDampingbyVibrationTests.... 71
5.2.1 VibrationTestingMethodsforBridges .................... 71
5.2.2 Shakers...................................................... 73
Contents ix
5.2.3 MethodsofMeasurements.................................. 75
5.2.4 CharacteristicsofAvailableDamping-Data
fromFieldMeasurements................................... 76
5.3 DampingDataofCable-SupportedBridges
andItsCharacteristics............................................... 77
5.3.1 StructuralDampingofGirder-DominantMode............ 77
5.3.2 StructuralDampingforPylon-DominantModes........... 82
5.3.3 StructuralDampingofStayCables
andSuspensionHangers.................................... 83
5.4 DampingCharacteristicsofGirderBridges........................ 86
References................................................................. 87
6 WindTunnelTests....................................................... 89
6.1 Introduction......................................................... 89
6.2 TypesofWindTunnelTests........................................ 89
6.2.1 SectionModelTests ........................................ 91
6.2.2 TautStripModelTests...................................... 93
6.2.3 TowerModelTests ......................................... 94
6.2.4 FullBridgeModelTests.................................... 95
6.2.5 Three-ComponentMeasurementTest...................... 96
6.2.6 UnsteadyAerodynamicForceMeasurement............... 97
6.3 InfluenceofWindTunnelCharacteristics
andBlockageontheTestResults .................................. 98
6.3.1 InfluenceofWindTunnelCharacteristics
ontheTestResults.......................................... 98
6.3.2 InfluenceoftheWindTunnelWalls
ontheTestResults......................................... 101
6.4 ReynoldsNumberandtheAngleofAttack....................... 103
6.4.1 InfluenceoftheReynoldsSimilitude...................... 103
6.4.2 SetupofAngleofAttackintheWindTunnelTest....... 104
6.5 AttentionRequiredintheSectionModelTest
andStudiesonItsApplicability ................................... 106
6.5.1 SimilarityRequirementsforMassandCenter
ofRotationinSectionModelTest......................... 106
6.5.2 CalibrationoftheSectionModelTest
byaLargeScaleBridgeModel............................ 106
6.5.3 ApplicationofaSectionModelTest
foraGirderwithVaryingCross-Section.................. 110
6.6 InfluenceofDetailsofModelingontheTestResults............. 110
6.6.1 EndPlates.................................................. 110
6.6.2 FinishoftheModel........................................ 111
6.6.3 AdjustmentoftheDynamicCharacteristics
oftheModel................................................ 111
6.6.4 SupportingMethodofaSectionModel................... 111
