部分剪力连接预应力连续组合梁抗弯性能试验研究

43620133BuildingStructureVol．43No．6Mar．2013*210024--、、、、4-。20.710%。TU398+．7A1002-848X201306-0064-04ExperimentalstudyonbendingbehaviorsofprestressedsteelconcretecontinuouscompositebeamswithpartialshearconnectionHuShaoweiGongHongboNanjingHydraulicResearchInstituteNanjing210024ChinaAbstractThestaticloadoffourprestressedsteelconcretecontinuouscompositebeamswastestedinordertoresearchtheeffectsofthedegreeofshearconnectiononthebendingbehaviorsofprestressedsteelconcretecontinuouscompositebeamssuchastheload-deflectioncharacteristictheload-slipalongthespanofbeamsthestraindistributionalongtheheightofcompositesectiontheload-stressincrementofprestressedtendonstheinteralforceredistributionthefailuremodeandtheultimatestrengthofthestructure．Theresearchresultsshowthatthedeformationandinterfaceslipincreaseandthebendingcapacitydecreaseswiththereductionofshearconnectionbutitislessthanthedirectproportionofthereductionofshearconnection．Thebendingcapacityoftwocompositebeamswiththeshearconnectioncoefficientof0.7waslessthan10percentcomparedwiththefullshearconnection．Thebendingmomentmodulationvalueofcontinuouscompositebeamsalsodecreaseswiththereductionofshearconnection．Keywordspartialshearconnectionprestressedcontinuouscompositebeambendingbehaviorexperimentalstudy*Y410006。[e-mail]。0。《》GB50017—2003《》Eurocode412。。43-5。11.14-PCCB-35PCCB-36PCCB-37PCCB-38PCCB-35PCCB-361.0PCCB-37PCCB-380.7。47.75m10168@200。Q235BC601860MPa。11～3。1.2600kN。2。10kN、、6。436．1/mm1Es/MPaεy/×10－6fy/MPafu/MPaQ235B20.6×10420.6×10414561165300240445400、2D/mmEs/MPaεy/×10－6fy/MPafu/MPa1620.6×1041214250385820.6×104119024538015.219.5×104715313951860/MPa3fcu150ftkEcEtPCCB-3554.703.7335.96×10343.8×103PCCB-3655.853.7336.51×10343.8×103PCCB-3757.693.7335.82×10343.8×103PCCB-3858.403.7336.02×10343.8×10321.342j15．2423、。。1.41、BF120-3AABF120-80AADH3816、。2、。35。4。2430MPa7。10kN。PCCB-35111kN。160kN200kN240kN330kN380kN500kN3。。PCCB-36PCCB-35500kN。PCCB-37105kN。80kN140kN160kN290kN300kN470kN56201356、4。。PCCB-38PCCB-37460kN。3433.18。5P/Pu。。3.2、PCCB-35PCCB-376。。PPCB-37。。9。3.34-7。。PCCB-35PCCB-36-0.7MuMu-。PCCB-3766436．7-8-9-PCCB-38PCCB-38PCCB-37。10。3.44--89。。。11。3.5、。。-1213。βtpβtp=Mload－M()sec－MuMload×100%1MloadMsecMsec=3Te/2Msec=3Te/4TeMu。14。440%60%。4Mload/kN·mMsec/kN·mMu/kN·mβpt/%PCCB-35292.97－13.52423.75－40.03－316.4127.03－41.2978.41PCCB-36292.97－13.80477.51－58.28232.4527.6046.2868.22PCCB-37275.39－12.80411.56－44.80246.0925.6064.5463.37PCCB-38269.53－13.41392.56－40.67288.2826.8169.1166.734120.710%。2。360%40%。1Eurocode4Designofcompositesteelandconcretestructurespart1.1generalrulesandrulesforbuildingsS．London2004．2．M．．1997．3376436．。0.15324。8PUSH＆EPDA“”。8“V”“”、。MIDAS/FEA。Q390B。8。9。。、、。。12010109S．2010．2JGJ3—2010S．2011．3R．2011．4R．2012．673．-M．1989．4．M．200512-14．5．--、M．2005．6．J．20113210153-158．7．-J．2002303343-348．8．D．2010．9．-J．200215144-49．10．J．20088497-98．11．-J．200636854-59．12．-J．2003331212-14．13CHAPMANJCBALAKRISHNANS．ExperimentsoncompositebeamsJ．TheStructuralEngineer1964421174-76．33