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《重載鐵路連續(xù)剛構(gòu)橋梁豎向共振監(jiān)測分析》由會員上傳分享，免費在線閱讀，更多相關(guān)內(nèi)容在學術(shù)論文-天天文庫。
1、橋梁建設2015年第45卷第5期(總第234期)BridgeConstruction，Vo1．45，No．5，2015(TotallyNo．234)文章編號：1003—4722(2015)05—0019—05重載鐵路連續(xù)剛構(gòu)橋梁豎向共振監(jiān)測分析程輝2(1．橋梁結(jié)構(gòu)安全與健康湖北省重點實驗室，湖北武漢430034；2．中鐵大橋科學研究院有限公司，湖北武漢430034)摘要：黃河特大橋為神華大準鐵路(重載鐵路)增二線上跨度為(96+132+96)m的三跨預應力混凝土連續(xù)剛構(gòu)橋，由于線路運能提升的需要，擬將C80B和KM70列車通行速度由60km／h提升至約80km／h
2、。為對提速后的黃河特大橋進行適應性評估，分別采用光纖光柵應力傳感器、撓度傳感器及振動傳感器對列車編組提速過程中的橋梁應力、撓度及振動響應進行監(jiān)測分析，并分析了橋梁發(fā)生豎向共振時的列車臨界速度。結(jié)果表明，當KM70列車以74km／h的速度通過橋梁時，列車激勵頻率與車一橋耦合體系的豎向有載頻率接近，橋梁撓度變化幅度及應力幅較大，且動力系數(shù)超過規(guī)范值，由此判斷橋梁發(fā)生了豎向共振。建議KM70列車不提速或提速前對橋梁進行減振處理，并采用車一橋耦合方法對橋梁豎向共振進行深入分析。關(guān)鍵詞：連續(xù)剛構(gòu)橋；鐵路橋；應力監(jiān)測；撓度監(jiān)測；豎向共振；臨界速度中圖分類號：U448．13；U
3、441．2文獻標志碼：AMonitoringandAnalysisofVerticalResonanceofaHeavyHaulRailwayContinuousRigid-·FrameBridgeCHENGHi，(1．KeyLaboratoryofBridgeStructureSafetyandHealthofHubeiProvince，Wuhan430034，China；2．ChinaRailwayBridgeScienceResearchInstitute，Ltd．，Wuhan430034，China)Abstract：TheHuangheRiverBrid
4、geherewithisa3-spanprestressedconcretecontinuousrig—id—framebridgewithspanarrangement(96+132+96)mandislocatedontheNewly—BuiltSecondLineofDatong—ZhungeerRailway(aheavyhaulrailway)，ShenhuaGroup．Owingtotheneedofincreasingthetransportationcapacityoftheline，thespeedsofthetrainsCS0BandKM70t
5、ravelingonthelineweretoberaisedfrom60km／htoabout80km／h．ToevaluatetheadaptabilityoftheHuangheRiverBridgeafterthespeedsofthetrainswereraised，thefibergratingstresssensorsanddeflectionandvibrationsensorswererespectivelyusedtomonitorthestress，deflectionandvi—brationresponsesofthebridgeinth
6、eprocessofthetrainmarshallingandtrainspeedraising．Thestress．deflectionandvibrationresponsesofthebridgeaswel1asthetraincriticalspeedswhentheverticalresonanceoccurredinthebridgewereanalyzed．TheresultsoftheanalysisrevealthatwhenthetrainKM70passesthroughthebridgeatthespeedof74km／h，thetrai
7、nexcitationfre—quenciesareclosetotheverticalloadfrequenciesofthetrain—bridgecouplingsystem，thedeflectionchangingamplitudeandstressamplitudeofthebridgearegreatandthedynamiccoefficientsexceedthevaluesasspecifiedinthecodes．fromwhichtheoccurrenceoftheverticalresonanceinthebridgecanbejudge
8、d．Iti
