高速公路互通匝道桥典型病害分析及加固设计方案探讨.docx
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高速公路互通匝道桥典型病害分析及加固设计方案探讨.docx
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高速公路互通匝道桥典型病害分析及加固设计方案探讨
毕业设计(论文)外文参考资料及译文
译文题目:
FreewayInterchangeRampBridgeTypicalDiseaseAnalysisandDesignofReinforcement
学生姓名:
计佳伟学号:
0606110105
专业:
土木工程
所在学院:
建筑工程学院
指导教师:
于洪宾
职称:
讲师
日期:
2010年2月5日
FreewayInterchangeRampBridgeTypicalDiseaseAnalysisandDesignofReinforcement
Abstract:
Inthispaper,theFreewayInterchangeRampBridgetothetypicaldiseasedetection,analysisofthecausesofdisease,andtoproposeadetailedreinforcementdesignforthetypeofbridgetypeofdiseaseanalysisandreinforcementdesignofacertainreference.
1Overview
InterchangeRampBridgeislocatedinCcaudaequinacaudaequinaexchangearea,lengthof652.50m,thebridgecross-combinationof5×25m+1×20m+2×30m+2×25m+5×25m+5×25m+5×25m+1×21m;upperstructuresuchascross-sectionofprestressedconcretecontinuousrigidframeboxgirder;flatcurveofminimumradiusof127.75m.Substructureforthewallpiers,drilledpilefoundation,integralabutment,expandbase;ballbearing;bridgeislocated80joints.
Inaroutinemaintenanceinspectionfoundthatemergenceofmulti-spanboxgirderwebsverticalcracksinfloorboxgirderverticalandhorizontaldirectionanddiagonalcracksappeared.Diagonalcracksappearedbeamweb.Pierupperverticalandannularcracksappear,someofPierlateraldeviationoccurs.Forthisreason,diseasedetectionunitsconductedaspecialinspection,analysisofthecausesofthedisease,andthecorrespondingreinforcementdesign.
2RampBridgeDetectionofDisease
2.1Thetestcontentandtestmethods
TheuseofbridgeinspectionvehicletoprovideaplatformforthebridgeontherampboxLiangLiangbodyboards,webandflangepanelstoconductacomprehensiveexamination,andPierappearanceanddeviation,aswellasworkingconditions,bearingadetailedinspection.
(1)Pierandbeamphysicalappearancetest:
close-mainlyvisual-basedandfoundthattheissueofdetailedobservations.CracksfoundinthelocationofHongBiidentifiedandphotographedanduseGauge,crackwidthanddepthofinstrumentinstrumentforcracklength,width,depthofobservationandrecording.
(2)supportsworkingconditionsinspections:
visualdamage,abnormaldeformation,etc.,withorwithoutobvioussignsofdeformation,padstonedamageandsoon.Foundtohavebearingdeformation,displacement,etc.,wereusedverniercaliper,padfeetetc.measurements.
(3)Piervariable-bitobservation:
thebridgearecurvedbridge,thepiersforthewallpiers,whileahighdegreeofbothlargepier.Inordertoensuremeasurementaccuracy,thedeviationPierPiertotakeineachhorizontalandverticalsetupinfrontofTotalStation,Pierweremeasuredhorizontalandverticaldeviation.
2.2Testresults
Throughtheabovetesttobebeambody,Pier,andsupportsdiseases,summaryrecordsareasfollows:
(1)BeamsandPiercracks.Diagonalwebcracksinbeamfocusedoncross-fifth,10thcross,11thCross;girderwebsverticalandbottomvertical,horizontalanddiagonalcracksconcentratedinthethirdcross,thefourthcross,thefirst14Cross,17thCross,19thcross,25cross.
8PierTop4~5mawayfromthepierwithinthetransversecracksandverticalcracksappeared.
(2)14bearinglateralslipoccurs,thelargestdisplacementof4.0cm.Mostboltnutrust.Oneofthenichethatsupportstheupperandlowerbolt.
(3)PiermaximumhorizontaldeviationofPier13-14,angleofinclinationof6.1‰;verticaldeviationuptoNo.6pier,buttheangleofinclinationof2.9‰.
3AnalysisofDisease
(1)Theendofthebeamwebofdiagonalcracksappearedmainlyinthefifthcross,10thcross,11thinter-installedbytheendofthebeampositionofexpansionjoints.Astherampbridgeflatcurveradiussmallercompositeboxgirderatthemomentandtorqueundertheactionofexpansionjointsneartheendofthebeamwebmaybepartiallyaffectedbythephenomenonofshearistoolarge,andthusgiverisediagonalcracks.
(2)Theverticalandbottomgirderwebsvertical,horizontalanddiagonalcracksconcentratedinthethirdcross,4thcross,14thcross,17thCross,19thcross,25cross.Theemergenceofthesecracks,withtherampbridgeflatcurveradiussmaller,boxgirder,momentandtorquecombinedeffectclearlyrelated,andbecauseofthepassageofoverloadedvehicles,increasingtheappearanceofcracks.
(3)Piercracksarisemainlyfromthetopofthe4~5mintheDepartment,thisisbecausethebridgewillbepartofacontinuousrigidframestructure,thepiersintheoverallcoordinationofdeformationforceafterthepierfromthepiertopandbottomabout1/3bythepowerthemost,sothatthesiteeasytocrackingphenomenonoccurs.
4Structuralreinforcement
Foratypicaldiseaseofthebridgeappeared,afterrepeatedchecking,takingintoaccountexperienceofothersimilarbridgesreinforced,thefollowingreinforcement.
4.1SuperstructureReinforcement
(1)CrampPierNo.5toNo.4top-sideboxgirderpieronbothsidesofweb10tothetopofPierNo.9,onbothsidesofpier-sideboxgirderwebs,onthe10thtothepiertop11onbothsidesofpier-sideboxgirderweb,needtoadoptCFRPreinforcement.
(2)Thereinforcementoftherangeof3mbyendofthebeamsectionoftheentireweb,verticalandvertical30cmwideandcarbonfiberclothareused,spacing20cm.
4.2ReplacementBearing
(1)theneedforbearingreplacementpierNo.:
CRampBridgePier15,Pier14,byside.Replacedtheoriginalbearingasingle,bi-directionalslidingpotrubberbearings,verticaltotheflatcurveoftheinsideofthebridgetoreplaceGPZ(II)2.5DX,theoutercurvereplacedGPZ(II)2.5SX.
(2)Atemporarypiertopreinforcedtopbeamfulcrum.
4.3substructurereinforcement
TheanalysisconsideredpairsofCramp10,15,20,piersubstructurereinforcement.Substructurestrengtheninginthreeareas:
(1)pierreinforcement.
Asavasestyleoftheoriginalpierpier,pierinthelowerpartofthebodysizeof200cm×120cm,andwith25cm×15cmchamferedrectangularcross-sectionsegmentoftheupperhalfportionof410cmtallvasestylewidenedsectionofpiertopplanesizeis400cm×140cm,andwith10cm×6cmchamfer.Pierreinforcementsymmetricalreinforcement,theverticalcenterlineoftheoldandnewpierscoincidence.Reinforcedinthelowerpartofthepiersizeof360cm×180cm,andwith25cm×15cmchamferedrectangularcross-sectionsegmentoftheupperhalfportionof410cmtallvasestylewidenedsectionofpiertopplanesizeis560cm×180cm,andwith25cm×15cmchamfer.
Inthepieraroundthevarioussurfaceto40cm×40cmspacingofaboutimplantordinaryshearreinforcement,thelashingpierreinforcementsteelbars,paragraphbyparagraph,pouredconcretepiers.Inthepierbelowthetop15cmspacingofplantingtworowsofverticalupliftsteel,horizontalspacingof30cm.Anchorageshouldbeclearaftertheendofthewhole,bepartofthesteelreinforcementandconcreteconstruction.
(2)pilecapreinforcement.
Oftheoriginalpiercapsforbothverticalandhorizontalbridgeto320cm,thick200cmrectangularcaps,reinforcedthickpilecapdimensionsasfollows:
cross-bridgetothelong-1120cm,verticalbridgetothewidth380cm,thickness250cm.Undersideoftheoldandnewcapswiththeelevation,verticalcenterlinecoincides,forsymmetricallayout.
Cross-bridgetothesideoftheoriginalslabofconcretecutting,inter20cmthick,exposedcross-bridgetothebottomofpilecapreinforcementandreinforcementwithreinforcementpartssuchasstrongdouble-sidedwelding.Theoriginalslabtopsurfaceandverticalsideofthebridgetothefullcuttinghair,sothattheoldandnewconcretecanbelinkedcloselytogether,acommonforce,andtheverticaltothesideofthebridgetothespacingofabout30cm×30cmimplantedordinaryshearreinforcement.
(3)Thepilereinforcement.
Oftheoriginalbridgebearingtheaudiencepilediameterof180cmforthesinglepile,pileintheoriginalpiersoneachsideofthecenterlineofcross-bridgetosetuptwo450cmdiameter120cmfillthepile,andthecorrespondingreinforcementpartofthepilecap.
(4)Thesubstructurereinforcementpoints.
①pierandpilecapconstructionconsiderations.
a.anchorageholeshouldtrytouseasmallvibrationtechnology,implanteddepthshouldbelargerthan12d,thereinforcedholediameterof25mmdiameter32mm,diameter20mmsteelanddrilldiameter28mm,drillingshouldbeavoidedwhenoftheoriginalstructureofsteel,ifthedrillsteeleyepositionandtouchingtheoriginalstructurewouldbeappropriatetomovingdrillconspicuouslocation1~2cm,inordertoguaranteenottodamagetheoriginalstructureofsteel.Aftertheendofeachholeshouldbeassoonaspossibleanchorageofwork.
b.plantinganchortendonsbeforedrillingtouseclearbrushandcleancompressedairhole,andmeettheanchoragerequirementsofdrying,anti-pullplantingAnchorageontheglueusedinthedesignreferenceuseHiltiHY-150steelfixedchemicaladhesivesrequire200Cwithin10mingeltime,curingtimeoflessthan1h.Drillinganchorageshouldbeprofessionalstooperate,andthegluetobondwithanti-pulltest,validategelandcuringtime,qualifiedonlyafternormaluse,anchorageaftertheendofthewholeshouldbeclear.
c.piersandpilecapsoftheoriginalstructureofthesurfacetofullycuttinghair,sothattheoldandnewconcretecanbelinkedcloselytogether,acommonforce.
②PileFoundationConstructionconsiderations.
a.Pileconstructionrequirementssteelcasingintorockface,thewholeprocessofadoptionofswingdrilldrilling,reversecirculationsuctionslurryprocess,theconstructionprocesstoavoidsoilpile
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