苏通大桥桩基施工方案汇报-英文版PPT格式课件下载.ppt
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苏通大桥桩基施工方案汇报-英文版PPT格式课件下载.ppt
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SutongYangtzeRiverHighwayBridgeSutongYangtzeRiverHighwayBridgeConstructionMethodStatementforPileFoundationTheSecondNavigationEngineeringBureauTheSecondNavigationEngineeringBureauCHEC(Group)CHEC(Group)November,2003November,20031.1.OutlineoftheProjectOutlineoftheProject2.2.TheMethodStatementofPileFoundationforPier4TheMethodStatementofPileFoundationforPier43.3.ConstructionofMainPier1and2ConstructionofMainPier1and2中港中港中港中港第二航务工程局第二航务工程局第二航务工程局第二航务工程局ProjectlocationProjectlocationPierno.4Pierno.43kmfrombank3kmfrombankHHydrographicydrographicconditionsconditionsFloodperiod:
@#@June-SeptemberSmoothwaterperiod:
@#@May-OctoberLowwaterperiod:
@#@November-AprilTableofmeanvelocityinverticalformax.floodandebbtide(m/s)MonthMax.FloodVelocityMax.EbbVelocity11-1.36-1.361.451.4522-1.41-1.411.731.7333-1.27-1.271.701.7044-1.26-1.261.811.8155-1.27-1.271.961.9666-1.27-1.272.172.1777-1.50-1.502.482.4888-1.55-1.552.212.2199-1.31-1.312.012.011010-1.43-1.431.911.911111-1.34-1.341.661.661212-1.42-1.421.691.69GeologicalconditionsGeologicalconditionsNorthpierNorthpierProjectfeaturesProjectfeaturesa.Deepwater,highcurrentvelocityandbusynavigation.b.Waterdepth:
@#@30m,maxwatervelocity3.0m/s,difficulttoinstalltheplatform.c.Steelcasinglength:
@#@69.2m,weight:
@#@125t,penetrateintoriverbed34m,difficulttosinkthecasing.d.Thepilewillpenetratethicksandlayers,easytocauseboreholecollapse.e.Thesimultaneousconstructionofpier4scourprotection(amountover300,000m3)andpiledrillingcausesthedifficultyforconstructionorganization.a、Riverbedpre-protectionshallbecarriedoutbeforesetupoftheplatforminordertoavoidscouroftheriverbed.b、Steelcasingisdirectlyusedtobetheplatformsupportingstructure.Thealternativesolutionbyusingadditionalsupportingpileswillcausepilecollisionduetotheshortspacebetweencasings.c、Onemastcranewiththecapacityof70tandtwogantrycraneswiththecapacityof80tshallbeinstalledonupstreamanddownstreamrespectivelysoastoformthewokconditionlikeonshore.d、Boringslurryfabricationequipmentshallbeinstalledontheboringplatformsoastoovercometheimpactfromwindandwavetothesupplyofslurries.e、Bigvesselsshouldbeequippedtosuitthehydrologicalconditionofconstructionarea.BasicconceptsBasicconceptsConstructionscheduleConstructionscheduleContentContentNo.No.Constructionofboredpileandpost-groutingofpiletip6Installationofplatformequipments5Sinkingofsteelcasingandconnectionofcasings4Setupofpreliminaryplatform3Permanentprotection2Riverbedpre-protection12003.12.10-2004.9.312003.11.30-2003.2.282003.10.31-2004.2.202003.9.30-2003.10.312003.11.25-2004.6.312003.8.1-2003.10.30TimeTimeTypeofconstructionplatformstructuresTypeofconstructionplatformstructuresIInniittiiaallppllaattffoorrmmDDoowwnnssttrreeaammppllaattffoorrmmDrillingplatformDrillingplatformProfileoftheconstructionplatformProfileoftheconstructionplatformDesignstagesDesignstagesCalculationstagesinconstructionperiodofplatformCalculationofsinglepilestabilityStructurecheckwhensinkingsteelcasingwithsetupofguidanceontheinitialplatformCalculationstagesforplatforminserviceCalculationofinitialplatformanddownstreamplatformstructuresCalculationoftheoverallstabilityafterformingofthewholeconstructionplatformCalculationoftheinitialplatformCalculationoftheinitialplatformvonmisesstressvonmisesstressDisplacementoftheplatformalongwaterflowdirection(m)Axialstress(Pa)CalculationresultsoftheinitialplatformItemCalculationresultsMax.horizontaldisplacementoftheplatform(mm)Transverse(alongthetidedirection)69.02469.024Longitudinal(alongaxialdirectionofthebridge)8.4588.458Stressinplatformelements(MPa)Max.axialstressinmember106106Max.shearstressinmember4.884.88Max.vonmisesstress106106ForcesofplatformmembersMax.axialforce(kN)25002500Max.shearforce(kN)531.879531.879Max.bendingmoment(kN.M)58205820CalculationofthewholeplatformCalculationofthewholeplatformvonmisesstressvonmisesstressDDiissppllaacceemmeennttoofftthheeplatformalongthewaterflowdirection(m)Axialstress(Pa)CalculationresultoftheplatformintegrityCalculationresultoftheplatformintegrityItemItemCalculationCalculationResultResultMax.horizontaldisplacementoftheplatform(mm)Transverse(alongthetidedirection)53.5253.52Longitudinal(alongaxialdirectionofthebridge)2.0512.051Stressinplatformelements(MPa)Max.axialstressinmember109109Max.shearstressinmember1.841.84Max.vonmisesstress109109ForceinplatformmembersMax.axialforce(kN)30303030Max.shearforce(kN)205205Max.bendingmoment(kN.M)55505550DesignofDesignofanti-collisionanti-collisionFlowchartFlowchartSetupinitialplatformontheupstreamsideUseca
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- 大桥 桩基 施工 方案 汇报 英文