Wind Resistant Design of Bridges in Japan: Developments and practices PDF
Preview Wind Resistant Design of Bridges in Japan: Developments and practices
Wind 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 Thisworkissubjecttocopyright.Allrightsarereserved,whetherthewholeorpartofthematerialis concerned,specificallytherightsoftranslation,reprinting,reuseofillustrations,recitation,broadcasting, reproductiononmicrofilmorinanyotherway,andstorageindatabanks. Theuseofgeneraldescriptivenames,registerednames,trademarks,etc.inthispublicationdoesnot imply, even in the absence of a specific statement, that such names are exempt from the relevant protectivelawsandregulationsandthereforefreeforgeneraluse. Printedonacid-freepaper SpringerispartofSpringerScience+BusinessMedia(www.springer.com) 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
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