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1、第31卷增刊Vol.31Suppl工程力學(xué)2014年6月June2014ENGINEERINGMECHANICS91文章編號(hào)：1000-4750(2014)Suppl-0091-08火災(zāi)后型鋼混凝土柱剩余承載力數(shù)值模擬分析112唐躍鋒，李俊華，孫彬(1.寧波大學(xué)建筑工程與環(huán)境學(xué)院，浙江，寧波315211；2.中國(guó)建筑科學(xué)研究院，北京100013)摘要：利用MSC.MARC軟件對(duì)火災(zāi)后型鋼混凝土柱的截面溫度場(chǎng)及剩余承載力進(jìn)行了模擬分析，數(shù)值分析結(jié)果得到了試驗(yàn)驗(yàn)證。考慮混凝土強(qiáng)度、長(zhǎng)細(xì)比、含鋼率、荷載偏心率、受火時(shí)間等參數(shù)，利用MSC.MARC軟件對(duì)ISO834標(biāo)準(zhǔn)火災(zāi)
2、作用后型鋼混凝土柱剩余承載力進(jìn)行了進(jìn)一步計(jì)算。計(jì)算結(jié)果表明，經(jīng)歷ISO834標(biāo)準(zhǔn)火災(zāi)作用后，型鋼混凝土柱的極限承載力顯著降低，在該文參數(shù)范圍內(nèi)，承載力降低幅度在8.5%~45.3%變化。定義火災(zāi)作用后型鋼混凝土柱剩余承載力與常溫下型鋼混凝土柱極限承載力的比值k為火災(zāi)后型鋼混凝土柱剩余承載力影響系數(shù)。數(shù)值模擬分析結(jié)果表明，混凝土強(qiáng)度、截面含鋼率、受火時(shí)間對(duì)k值的影響較大，而長(zhǎng)細(xì)比、偏心率對(duì)k值的影響相對(duì)較小。在數(shù)值計(jì)算結(jié)果基礎(chǔ)上，通過(guò)回歸分析的方法得到了火災(zāi)后型鋼混凝土柱剩余承載力影響系數(shù)k的簡(jiǎn)化計(jì)算公式，公式計(jì)算結(jié)果與數(shù)值模擬分析結(jié)果符合較好。關(guān)鍵詞：火災(zāi)后；型鋼混
3、凝土；柱；溫度場(chǎng)；剩余承載力；數(shù)值模擬中圖分類號(hào)：TU375.3文獻(xiàn)標(biāo)志碼：Adoi:10.6052/j.issn.1000-4750.2013.04.S031NUMERICALSIMULATINGANALYSISFORRESIDUALLOADBEARINGCAPACITYOFSTEELREINFORCEDCONCRETECOLUMNSAFTEREXPOSURETOFIRE112TANGYue-feng,LIJun-hua,SUNBin(1.SchoolofCivilEngineeringandEnvironment,NingboUniversity,Ningbo,
4、Zhejiang315211,China;2.ChinaAcademyofBuildingResearch,Beijing100013,China)Abstract:ThenumericalsimulatinganalysisforthesectionaltemperaturefieldandresidualloadbearingcapacityofsteelreinforcedconcretecolumnsafterexposuretofireiscarriedoutbyusingelementanalysissoftwareMSC.MARC.Thesimulat
5、ingresultsareverifiedtobecorrectbytestresults.Then,theinfluenceofparameters,suchasconcretestrength,slenderness,steelratio,loadeccentricityandtemperatureelevatingtimeonresidualloadbearingcapacityofsteelreinforcedconcretecolumnsafterexposuretoISO834standardfireisstudiedbyusingMSC.MARC.Nu
6、mericalsimulatingresultsshowthattheultimatestrengthofsteelreinforcedconcretecolumnsafterexposuretoISO834standardfiredecreaseremarkably,comparedwiththatatnormalroomtemperature.Thedecreasingdegreeisrangedfrom8.5%to45.3%intheparametersdesigned.Theratioofresidualstrengthafterexposuretofire
7、toultimatestrengthatnormalroomtemperatureofsteelreinforcedconcretecolumnsisdefinedasresidual-load-bearing-capacityinfluencecoefficientk.Resultsfromnumericalsimulationshowthatconcretestrength,steelratio,andtemperatureelevatingtimehaveremarkableinfluenceonk,whileslendernessandloadeccen
