钢管混凝土桥施工监空控和拱肋吊装计算

ConstructionMonitoringofCFSTArchBridgesandCalculationduringErectingSteelTubularArchRibABSTRACTSincerib-hoistingofconcrete-filledsteeltubular(CFST)archbridgesisaverycomplexprocess,constructionmonitoringisnecessarytosatisfytherequirementsofdesignstrengthandfinalbridgealignment.BasedontherealsituationoftheBailubridgethatisunderconstructioninJianCity,JiangxiProvince,thedetailedconstructionschemeispresented.isimplementedtodeterminetherationalconstructionstateofaconcrete-filledsteeltubearchbridge.Ontheconditionthatthestabilitymeettherequirement,bothdeformationandstresses(strains)aremonitoredwherethesectiondeflectionsofsteeltubulararchribsandthedeviationofthearchaxislinearekeyissues.Atthesametime,thedevelopmentofstresses(strains)ismonitored.Thereareseveralshortagesontheconstructionmethodofcableerectionwithdiagonalfasteningandconnecting,forexample,itrequirestoadjustthecableforcesoverandoveragain,whichincreasestheconstructiontime.Theone-offtensionmethod,however,canavoidthosetroublesandhasmanyadvantages.About,thecrucialissueofthisconstructionmethodistoaccuratelydeterminethecableforcesandtheprearrangedheightsineachphaseoferectingarchribs.Inthisthesis,a3-Dfiniteelementbasedoptimizationmethodisfirstestablishedtocalculatethecableforcesandtheprearrangedheightsduringerectingsteeltubulararchrib.Inthismethod,thefiniteelementtechniqueisusedtomodelthestructureandtheoptimizationtheoryisappliedtotheproposedobjectivefunction.Thecableforcesandtheprearrangedheightsineachphaseoferectingarchribsareobtainedbythefirstorderoptimizationmethod,andtheactualconstructionprocessofarchriberectionissimulated.Inordertofacilitatethepracticalapplications,asimplifiedengineeringmethodisthenproposedinthisthesistocalculatetheprearrangedheightsineachphaseoferectingarchribs.Inthismethod,thearchribisconsideredelasticandtheprearrangedheightisseparatedtwoparts:thedisplacementduetorigidbodymovementandthedisplacementduetoelasticdeformation.Thefinalprearrangedheightofthearchribisthesumoftwoparts.Theresultsoftheproposedsimplifiedengineeringmethodhavebeencomparedwiththoseobtainedfromthe3-Dfiniteelementbasedoptimizationmethod.Itisdemonstratedthatthesimplifiedengineeringmethodisfeasible.Itcanbealsoobservedthat,andtheelasticdeformationhasthesamequantitativelevelasthedisplacementduetorigidbodymovement.Therefore,therigidbodyassumptionofarchribswillresultinunacceptederror.Itcanbeanticipatedthatthiserrorwillbeincreasedwiththeincreaseinthespanlengthofconcrete-filledsteeltubulararchbridges.Inpracticalapplications,theproposedsimplifiedengineeringmethodand3-Dfiniteelementbasedoptimizationmethodcanbeusedcomplementally.Firstly,theprearrangedheightsineachphaseoferectingarchribscanbeapproximatelyestimatedbyusingthesimplifiedengineeringmethod,andthen,theresultscanbeverifiedagainbythemoredetailed-Dfiniteelementbasedoptimizationmethod.Asaresult,thecorrectcableforcesandprearrangedheightsineachphaseoferectingarchribscanbeobtained.Keywordsconcrete-filledsteeltubulararchbridgeone-offtensionoptimizationprearrangedheightconstructioncontrolABSTRACTConcreteFilledSteelTubularArchBridgeSteelTubeFramedConcreteArchBridge-1-mmmKRKm(Antrenas)mmmmmmmmm-2-ammbmmmtmtmmt-3-ctdacbd-4-mcm-5-cm[25]-6-ANSYSMATLAB-7-mGreatBeltEastmSkarnsundetmFaroemTampico-8-mGreatBeltEastBridge-9--10--11-mmmmmmmm-12-mmmmmmm×mmmmφmmφmmmQqcmKmKcmCmmZZTmAkN/m2km/hm-13--14--15-####-16-8/L4/L2/L4/3L-17--18--19-4/L2/L-20-C0mm4/L2/L-21--22-bJTJ∆mmmmmm6000/Lb∆mmmb∆mmmmmmmmmJTJmmmmmmL/3000abc-23--24-zDesignVariablesANSYSzStateVariablesANSYSzObjectiveFunctionANSYSANSYSZero-ordermethod-25-ANSYSFirst-ordermethod-26-()[]()()()⎪⎪⎪⎭⎪⎪⎪⎬⎫=≤≤=≤≤=≤=≤=),,2,1(),,2,1(),,2,1(),,2,1(,,min32121nixxxmiwXwwmiXhhmigXgxxxXXfiiiiiiiiinKKKKKKKKKfXigihiw1m2m3m()Xf()()()()[]∑∑∑∑====⎥⎥⎦⎤⎢⎢⎣⎡++++=nimimimiwihigIxwPhPgPqXPffqXQ11110123,0fgPhPwPqxP()()()jjjjdsXX+=+1js-27-()jdPolak-Ribiere()()()()11,−−+−∇=jjkjjdrqXQd()()()()[]()()()()2111,,,,qXQqXQqXQqXQrjjTjjj−−−∇∇∇−∇=()()()()()()ijijijxXQexXQxXQ∆−∆+≈∂∂()()qXQd,)0(0−∇=1kkkSSkdλ+=+max0100kλλλ∗≤≤kλmaxλkλ∗()τ≤−−1jjffτ()1id+Beam4Link10Beam4BEAM4BEAM4[]()()()()()()()()()()()()()()()()()()()()()()()()()()⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎥⎦⎤⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎢⎣⎡+++−+−+++++−+−−+++−++−+−−+++−+++−++=yzyyzyzyyzzyzzyzyzzykkzyzyzyyzyzyzyzyyzzyzzykzyyzlLEILEILEILEILEILEILEILEILGJLGJLEILEILEILEILEILEILEALEALEILEIsymmetricLEILEILGJLEILEILEAkφφφφφφφφφφφφφφφφφφφφφφφφφφ1400016012000160140160001201600000000001120001601120011201600011200000014000160140160000011200112022223233232233212LGAEIzzy=ϕ212LGAEIyyz=ϕiAiΗΗΗBeam4-28-Link10LINK10[]⎥⎥⎥⎥⎥⎦⎤⎢⎢⎢⎢⎢⎣⎡−−=000000000000000000000000000000001111CCCCLAEkl0.11=C61100.1−×=C1C6101−×Link10ux,wz,XZY-29--30-)M(MMMvuθ,,NN⎪⎪⎪⎩⎪⎪⎪⎨⎧=+−=+−=NMMMNMMNθθ)θ(Lθvv)θ(Lθuuϕϕ2cos2sinixiiiyϕ1+iu1+i1+iv1+iθ1+i⎪⎩⎪⎨⎧+=+=+=++++++111111iiiiiiiiivyyuxxθϕϕ-31-APDLANSYSAPDLANSYSiθ-32--33-iθ1001.0≤≤iθ600MPa200MPa[]{}(2/)11fychKxLm=−−()1ln2−+=mmK180Lm=m54f=1.3m=m130L=28fm=0.21538m1.5=n]iy()i=1,2,...n21[()niiiJygx==−∑iθJANSYScmkNcm1234512345141.7220.2130.8290.7245.2189.2355.3348.9354.7157.2481.6557.5752.2