钢—混组合桁架节点处PBL剪力键群受力性能研究
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摘要
采用有限元分析软件ABAQUS建立整体耳板式、分离耳板式和外接式3种钢—混组合桁架节点的简化模型,计算1倍、2倍、3倍设计荷载作用下各类型节点处PBL剪力键的水平和竖向滑移,然后根据单根PBL剪力键的荷载—滑移关系反推PBL剪力键的负载,进而研究PBL剪力键群的负载分布规律及其受力性能。结果表明:节点处同行PBL剪力键的水平负载分布呈"不平衡对称"模式,竖向负载分布呈"反对称"模式,PBL剪力键群的负载以水平方向为主,且荷载中心线与PBL剪力键群中心线不重合是导致PBL剪力键群水平负载不均匀程度增加的主要原因;随荷载的增加,PBL剪力键群的水平负载最终趋于相对均匀,而其竖向负载的不均匀性无明显变化;依据工程要求,提出将单根剪力键负载控制在其弹性极限荷载内或在0.576倍极限承载力内的校核方法,以保证疲劳破坏不从剪力键群开始或疲劳寿命在200万次以上的设计要求,据此对3种类型节点处PBL剪力键群的校核结果表明,其强度和疲劳性能均能满足要求;整体耳板式节点的强度储备最大,外接式次之,分离耳板式最小。
Three types of simplified models for steel-concrete composite truss joints,namely,integral ear plate joint,separate ear plate joint and external joint,were built by FEA software ABAQUS.The horizontal and vertical slip of PBL shear connector at each type of joint was worked out under 1,2and 3times design load.Then based on the load-slip relationship of single PBL shear connector,the load of PBL shear connector was inversely calculated to further study the load distribution law and the mechanical behaviors of PBL shear connector group.Results indicate that the distribution of the horizontal load of PBL shear connectors in the same line at the joint shows"unbalanced symmetry"while the vertical load shows"antisymmetry".The load of PBL shear connector group is mainly in horizontal direction.The misalignment of the center lines of the load and PBL shear connector group is the main factor that leads to the increase in the uneven degree of the horizontal load of PBL shear connector group.With the increase of load,the horizontal load of PBL shear connector group tends to be relatively even finally,while the uneven degree of vertical load doesnt change significantly.A check method is proposed,which prescribes the load of single PBL shear connector below its elastic ultimate load or below 0.576 times ultimate bearing capacity according to engineering requirement,in order to guarantee the design requirements that the fatigue failure does not initiate from PBL shear connector group or the fatigue life is more than 2 million times.Accordingly,the PBL shear connector groups at three types of joints have been checked and the results show that both the strength and fatigue performance meet requirements.Integral ear plate joint has the maximum margin of strength,external joint the second and separate ear plate joint the least.
Three types of simplified models for steel-concrete composite truss joints,namely,integral ear plate joint,separate ear plate joint and external joint,were built by FEA software ABAQUS.The horizontal and vertical slip of PBL shear connector at each type of joint was worked out under 1,2and 3times design load.Then based on the load-slip relationship of single PBL shear connector,the load of PBL shear connector was inversely calculated to further study the load distribution law and the mechanical behaviors of PBL shear connector group.Results indicate that the distribution of the horizontal load of PBL shear connectors in the same line at the joint shows"unbalanced symmetry"while the vertical load shows"antisymmetry".The load of PBL shear connector group is mainly in horizontal direction.The misalignment of the center lines of the load and PBL shear connector group is the main factor that leads to the increase in the uneven degree of the horizontal load of PBL shear connector group.With the increase of load,the horizontal load of PBL shear connector group tends to be relatively even finally,while the uneven degree of vertical load doesnt change significantly.A check method is proposed,which prescribes the load of single PBL shear connector below its elastic ultimate load or below 0.576 times ultimate bearing capacity according to engineering requirement,in order to guarantee the design requirements that the fatigue failure does not initiate from PBL shear connector group or the fatigue life is more than 2 million times.Accordingly,the PBL shear connector groups at three types of joints have been checked and the results show that both the strength and fatigue performance meet requirements.Integral ear plate joint has the maximum margin of strength,external joint the second and separate ear plate joint the least.
引文
[1]TAKASHI,KEISUKE F,YOUHEI.Development of a Panel Joint Structure for a Steel/Concrete Composite Truss Bridge-Test of Panel Joint Structure(the Steel Box Structure)on a Full-Sale Model[J].Annual Report of Kajima Institute,2002,50:25-32.
[2]TOSHIO N,SATORU O,TOSHIAKI K.Study on Strengthening Performance of Joints in PC Hybrid Truss Bridges(Part 2):Static Loading Test with 1/2-Scale Model Specimen[J].Obayashi Corporation Technical Research Report,2005,69:1-6.
[3]周凌宇,张花,贺桂超.耳板式钢—混凝土组合桁架节点力学性能试验研究[J].中国铁道科学,2011,32(6):41-47.(ZHOU Lingyu,ZHANG Hua,HE Guichao.Experimental Research on the Mechanical Properties of the SteelConcrete Composite Truss Joint with Ear Plate[J].China Railway Science,2011,32(6):41-47.in Chinese)
[4]王海波,尹国安,李一竹,等.外接式钢桁—槽型梁组合桁架节点模型试验研究[J].铁道科学与工程学报,2015,12(2):323-329.(WANG Haibo,YIN Guoan,LI Yizhu,et al.Experiment Study on External Steel Truss-Trough Girder Composite Truss Joints[J].Journal of Railway Science and Engineering,2015,12(2):323-329.in Chinese)
[5]汪维安,李乔,赵灿晖,等.混合结构PBL剪力键群承载力试验研究[J].土木工程学报,2014,47(6):109-117.(WANG Weian,LI Qiao,ZHAO Canhui,et al.Experimental Study on Bearing Capacity of PBL Shear Connector Group in Hybrid Structures[J].China Civil Engineering Journal,2014,47(6):109-117.in Chinese)
[6]LEONHARDT E F,ANDRAE W,ANDRAE H P,et al.Neues,Vorteilhaftes Verbundmittel fur Stahlverbundtragwerke Mithoher Dauerfestirkeit[J].Beton und Stahlbetonbau,1987,82(12):325-331.
[7]VELDANDA M R,HOSAIN M U.Behavior of Perfobond Rib Shear Connectors:Push-Out Tests[J].Canadian Journal of Civil Engineering,1992,19(1):1-10.
[8]OGUEJIOFOR E C,HOSAIN M U.Numerical Analysis of Push-Out Specimens with Perfobond Rib Connectors[J].Computers&Structures,1997,62(4):617-624.
[9]王振海,赵灿晖,李乔.PBL剪力键荷载—滑移关系试验研究[J].西南交通大学学报,2011,46(4):547-552.(WANG Zhenhai,ZHAO Canhui,LI Qiao.Experimental Investigation on Load-Slip Relationship of Perfobond Rib Shear Connectors[J].Journal of Southwest Jiaotong University,2011,46(4):547-552.in Chinese)
[10]OLLGARRD J G,SLUTTER R G,FISHER J W.Shear Strength of Stud Connectors in Lightweight and NormalWeight Concrete[J]ASIC Engineering Journal,1971,8(2):55-64.
[11]王振海.埋入式PBL剪力连接件力学特性及承载机理研究[D].成都:西南交通大学,2012.(WANG Zhenhai.Study on Mechanical Property and Load-Bearing Mechanism of Embedded Perfobond Rib Shear Connectors[D].Chengdu:Southwest Jiaotong University,2012.in Chinese)
[12]卫星,肖林,邵柯夫,等.钢—混组合结构PBL剪力键疲劳寿命试验[J].中国公路学报,2013,26(6):96-102.(WEI Xing,XIAO Lin,SHAO Kefu,et al.Fatigue Performance of Perfobond Shear Connector in Steel-Concrete Composite Structure[J].China Journal of Highway and Transport,2013,26(6):96-102.in Chinese)
[2]TOSHIO N,SATORU O,TOSHIAKI K.Study on Strengthening Performance of Joints in PC Hybrid Truss Bridges(Part 2):Static Loading Test with 1/2-Scale Model Specimen[J].Obayashi Corporation Technical Research Report,2005,69:1-6.
[3]周凌宇,张花,贺桂超.耳板式钢—混凝土组合桁架节点力学性能试验研究[J].中国铁道科学,2011,32(6):41-47.(ZHOU Lingyu,ZHANG Hua,HE Guichao.Experimental Research on the Mechanical Properties of the SteelConcrete Composite Truss Joint with Ear Plate[J].China Railway Science,2011,32(6):41-47.in Chinese)
[4]王海波,尹国安,李一竹,等.外接式钢桁—槽型梁组合桁架节点模型试验研究[J].铁道科学与工程学报,2015,12(2):323-329.(WANG Haibo,YIN Guoan,LI Yizhu,et al.Experiment Study on External Steel Truss-Trough Girder Composite Truss Joints[J].Journal of Railway Science and Engineering,2015,12(2):323-329.in Chinese)
[5]汪维安,李乔,赵灿晖,等.混合结构PBL剪力键群承载力试验研究[J].土木工程学报,2014,47(6):109-117.(WANG Weian,LI Qiao,ZHAO Canhui,et al.Experimental Study on Bearing Capacity of PBL Shear Connector Group in Hybrid Structures[J].China Civil Engineering Journal,2014,47(6):109-117.in Chinese)
[6]LEONHARDT E F,ANDRAE W,ANDRAE H P,et al.Neues,Vorteilhaftes Verbundmittel fur Stahlverbundtragwerke Mithoher Dauerfestirkeit[J].Beton und Stahlbetonbau,1987,82(12):325-331.
[7]VELDANDA M R,HOSAIN M U.Behavior of Perfobond Rib Shear Connectors:Push-Out Tests[J].Canadian Journal of Civil Engineering,1992,19(1):1-10.
[8]OGUEJIOFOR E C,HOSAIN M U.Numerical Analysis of Push-Out Specimens with Perfobond Rib Connectors[J].Computers&Structures,1997,62(4):617-624.
[9]王振海,赵灿晖,李乔.PBL剪力键荷载—滑移关系试验研究[J].西南交通大学学报,2011,46(4):547-552.(WANG Zhenhai,ZHAO Canhui,LI Qiao.Experimental Investigation on Load-Slip Relationship of Perfobond Rib Shear Connectors[J].Journal of Southwest Jiaotong University,2011,46(4):547-552.in Chinese)
[10]OLLGARRD J G,SLUTTER R G,FISHER J W.Shear Strength of Stud Connectors in Lightweight and NormalWeight Concrete[J]ASIC Engineering Journal,1971,8(2):55-64.
[11]王振海.埋入式PBL剪力连接件力学特性及承载机理研究[D].成都:西南交通大学,2012.(WANG Zhenhai.Study on Mechanical Property and Load-Bearing Mechanism of Embedded Perfobond Rib Shear Connectors[D].Chengdu:Southwest Jiaotong University,2012.in Chinese)
[12]卫星,肖林,邵柯夫,等.钢—混组合结构PBL剪力键疲劳寿命试验[J].中国公路学报,2013,26(6):96-102.(WEI Xing,XIAO Lin,SHAO Kefu,et al.Fatigue Performance of Perfobond Shear Connector in Steel-Concrete Composite Structure[J].China Journal of Highway and Transport,2013,26(6):96-102.in Chinese)