新型组合剪力键抗剪机理及承载力计算方法研究
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摘要
提出了一种带横向栓钉的新型组合PBL剪力键(简称组合剪力键),并开展了6个组合剪力键试件的静力推出试验。建立了组合剪力键的精细化有限元模型,在试验验证的基础上,开展了216个试件的数值模拟和参数分析。基于试验研究和有限元分析结果,对组合剪力键的受力机理进行了分析。研究表明:该组合剪力键具有良好的抗剪性能,其抗剪承载力由PBL部分的混凝土榫柱和横向栓钉共同提供,可按叠加原理进行计算。参数分析表明:增加栓钉直径和混凝土强度均可有效提高组合剪力键抗剪承载力。其中,当栓钉直径由16 mm增至22 mm时,其承载力约提高27.7%;当混凝土强度等级由C30提高至C50时承载力约提高20.6%。但增加开孔直径和肋板厚度对抗剪承载力的提高影响并不明显基于可靠度分析和叠加原理提出了该组合剪力键抗剪承载力计算公式。研究结果可为该新型剪力键的工程应用和后续研究提供参考。
This paper describes an innovative perfobond rib shear connector, which is welded with horizontal headed stud(denoted as composite connector hereinafter). Monotonic push-out tests of six specimens were carried out. Accurate nonlinear finite element models of the connector were established. A total of 216 push-out specimens were analyzed after they were calibrated against the experimental data in the scope of this study. Based on the experimental and numerical results, the shear resisting mechanism of the composite connector was analyzed. The results show that the composite connector has good shear resisting performance. Its shear strength,provided by the concrete dowels and horizontal headed studs, can be calculated by the superposition principle.The numerical results show that increases in the stud diameter and concrete strength would enhance the shear capacity of the composite connectors. The strength is increased by 27.7% when the stud diameter changed from16 mm to 22 mm and increased by 20.6% when the concrete grade is changed from C30 to C50. The shear strength of the connector is affected slightly with an increase in the angles between the ribs. Several formulas of shear strength for the perforated rib shear connector and headed stud connector were estimated. Finally, a formula was proposed to predict the shear strength of a composite shear connector. This paper provides a reference for the application and further research of the composite connector.
This paper describes an innovative perfobond rib shear connector, which is welded with horizontal headed stud(denoted as composite connector hereinafter). Monotonic push-out tests of six specimens were carried out. Accurate nonlinear finite element models of the connector were established. A total of 216 push-out specimens were analyzed after they were calibrated against the experimental data in the scope of this study. Based on the experimental and numerical results, the shear resisting mechanism of the composite connector was analyzed. The results show that the composite connector has good shear resisting performance. Its shear strength,provided by the concrete dowels and horizontal headed studs, can be calculated by the superposition principle.The numerical results show that increases in the stud diameter and concrete strength would enhance the shear capacity of the composite connectors. The strength is increased by 27.7% when the stud diameter changed from16 mm to 22 mm and increased by 20.6% when the concrete grade is changed from C30 to C50. The shear strength of the connector is affected slightly with an increase in the angles between the ribs. Several formulas of shear strength for the perforated rib shear connector and headed stud connector were estimated. Finally, a formula was proposed to predict the shear strength of a composite shear connector. This paper provides a reference for the application and further research of the composite connector.
引文
[1]刘玉擎.组合结构桥梁[M].北京:人民交通出版社,2005:22.Liu Yuqing.Composite bridge[M].Beijing:China Communication Press,2005:22.(in Chinese)
[2]Ollgaard J G,Slutter R G,Fisher J W.Shear strength of stud connectors in lightweight and normal-weight concrete[J].AISC Engineering Journal,1971,8(2):55―60.
[3]Leonhardt F,Andr?W,Andr?H P,et al.Neues,vorteilhaftes verbundmittel für stahlverbund-tragwerke mit hoher dauerfestigkeit[J].Beton-und Stahl-Betonbau,1987,82(12):325―331.
[4]聂建国,李一昕,陶慕轩,等.新型抗拔不抗剪连接件抗拔性能试验[J].中国公路学报,2014,27(4):38―45.Nie Jianguo,Li Yixin,Tao Muxuan,et al.Experimental research on uplift performance of a new type of uplift restricted-slip free connector[J].China Journal of Highway and Transport,2014,27(4):38―45.(in Chinese)
[5]Kim S,Park S,Kim K,et al.Generalized formulation for shear resistance on Y-type perfobond rib shear connectors[J].Journal of Constructional Steel Research,2017,128:245―260.
[6]Zheng S,Liu Y,Yoda T,et al.Parametric study on shear capacity of circular-hole and long-hole perfobond shear connector[J].Journal of Constructional Steel Research,2016,117:64―80.
[7]GB 50917―2013,钢-混凝土组合桥梁设计规范[S].北京:中国计划出版社,2013.GB 50917―2013,Code for design of steel and concrete composite bridges[S].Beijing:China Architecture Industry Press,2013.(in Chinese)
[8]EN 1994-2:2005,Eurocode 4-Design of composite steel and concrete structures-Part 2:General rules and rules for bridges[S].European Committee for Standardization,2005.
[9]ANSI/AISC 341-16,Seismic provisions for structural steel buildings[S].Chicago(IL):American Institute for Steel Construction,2016.
[10]Precast/Prestressed Concrete Institute.PCI design handbook:Precast and prestressed concrete[M].Chicago(IL):Precast/Prestressed Concrete Institute,2004.
[11]胡建华,叶梅新,黄琼.PBL剪力连接件承载力试验[J].中国公路学报,2006,19(6):65―72.Hu Jianhua,Ye Meixin,Huang Qiong.Model test of bearing capacity of PBL shear connector[J].Chinese Road Transaction,2006,19(6):65―72.(in Chinese)
[12]宗周红,车惠民.剪力连接件静载和疲劳试验研究[J].福州大学学报(自然科学版),1999,27(6):61―66.Zong Zhouhong,Che Huimin.Experimental study of shear connector under static and fatigue loading[J].Journal of Fuzhou University(Natural Science),1999,27(6):61―66.(in Chinese)
[13]Oguejiofor E C,Hosain M U.Numerical analysis of push-out specimens with perfobond rib connectors[J].Computers&Structures,1997,62(4):617―624.
[14]Medberry S B,Shahrooz B M.Perfobond shear connector for composite construction[J].Engineering Journal-American Institute of Steel Construction,2002,39(1):2―12.
[15]肖林,强士中,李小珍,等.考虑开孔钢板厚度的PBL剪力键力学性能研究[J].工程力学,2012,29(8):282―288.Xiao Lin,Qiang Shizhong,Li Xiaozhen,et al.Research on mechanical performance of PBL shear connectors considering the perforated plate’s thickness[J]Engineering Mechanics,2012,29(8):282―288.(in Chinese)
[16]汪维安,李乔,赵灿晖,等.混合结构PBL剪力键的荷载-滑移特征曲线研究[J].工程力学,2015,32(3):57―65.Wang Weian,Li Qiao,Zhao Canhui,et al.Study on load-slip characteristic curve of perfobond shear connectors in hybrid structures[J]Engineering Mechanics,2015,32(3):57―65.(in Chinese)
[17]Su Q,Yang G,Bradford M A.Bearing capacity of perfobond rib shear connectors in composite girder bridges[J].Journal of Bridge Engineering,2016,21(4):6015001―6015009.
[18]Da C Vianna J,de Andrade S A L,Da S Vellasco P C G,et al.Experimental study of perfobond shear connectors in composite construction[J].Journal of Constructional Steel Research,2013,81:62―75.
[19]Ahn J,Lee C,Won J,et al.Shear resistance of the perfobond-rib shear connector depending on concrete strength and rib arrangement[J].Journal of Constructional Steel Research,2010,66(10):1295―1307.
[20]Candido-Martins J P S,Costa-Neves L F,Vellasco P C GD.Experimental evaluation of the structural response of Perfobond shear connectors[J].Engineering Structures,2010,32(8):1976―1985.
[21]Xue W,Ding M,Wang H,et al.Static behavior and theoretical model of stud shear connectors[J].Journal of Bridge Engineering,2008,13(6):623―634.
[22]Lee P G,Shim C S,Chang S P.Static and fatigue behavior of large stud shear connectors for steel-concrete composite bridges[J].Journal of Constructional Steel Research,2005,61(9):1270―1285.
[23]丁发兴,倪鸣,龚永智,等.栓钉剪力连接件滑移性能试验研究及受剪承载力计算[J].建筑结构学报,2014,35(9):98―106.Ding Faxing,Ni Ming,Gong Yongzhi,et al.Experimental study on slip behavior and calculation of shear bearing capacity for shear stud connectors[J].Journal of Building Structures,2014,35(9):98―106.(in Chinese)
[2]Ollgaard J G,Slutter R G,Fisher J W.Shear strength of stud connectors in lightweight and normal-weight concrete[J].AISC Engineering Journal,1971,8(2):55―60.
[3]Leonhardt F,Andr?W,Andr?H P,et al.Neues,vorteilhaftes verbundmittel für stahlverbund-tragwerke mit hoher dauerfestigkeit[J].Beton-und Stahl-Betonbau,1987,82(12):325―331.
[4]聂建国,李一昕,陶慕轩,等.新型抗拔不抗剪连接件抗拔性能试验[J].中国公路学报,2014,27(4):38―45.Nie Jianguo,Li Yixin,Tao Muxuan,et al.Experimental research on uplift performance of a new type of uplift restricted-slip free connector[J].China Journal of Highway and Transport,2014,27(4):38―45.(in Chinese)
[5]Kim S,Park S,Kim K,et al.Generalized formulation for shear resistance on Y-type perfobond rib shear connectors[J].Journal of Constructional Steel Research,2017,128:245―260.
[6]Zheng S,Liu Y,Yoda T,et al.Parametric study on shear capacity of circular-hole and long-hole perfobond shear connector[J].Journal of Constructional Steel Research,2016,117:64―80.
[7]GB 50917―2013,钢-混凝土组合桥梁设计规范[S].北京:中国计划出版社,2013.GB 50917―2013,Code for design of steel and concrete composite bridges[S].Beijing:China Architecture Industry Press,2013.(in Chinese)
[8]EN 1994-2:2005,Eurocode 4-Design of composite steel and concrete structures-Part 2:General rules and rules for bridges[S].European Committee for Standardization,2005.
[9]ANSI/AISC 341-16,Seismic provisions for structural steel buildings[S].Chicago(IL):American Institute for Steel Construction,2016.
[10]Precast/Prestressed Concrete Institute.PCI design handbook:Precast and prestressed concrete[M].Chicago(IL):Precast/Prestressed Concrete Institute,2004.
[11]胡建华,叶梅新,黄琼.PBL剪力连接件承载力试验[J].中国公路学报,2006,19(6):65―72.Hu Jianhua,Ye Meixin,Huang Qiong.Model test of bearing capacity of PBL shear connector[J].Chinese Road Transaction,2006,19(6):65―72.(in Chinese)
[12]宗周红,车惠民.剪力连接件静载和疲劳试验研究[J].福州大学学报(自然科学版),1999,27(6):61―66.Zong Zhouhong,Che Huimin.Experimental study of shear connector under static and fatigue loading[J].Journal of Fuzhou University(Natural Science),1999,27(6):61―66.(in Chinese)
[13]Oguejiofor E C,Hosain M U.Numerical analysis of push-out specimens with perfobond rib connectors[J].Computers&Structures,1997,62(4):617―624.
[14]Medberry S B,Shahrooz B M.Perfobond shear connector for composite construction[J].Engineering Journal-American Institute of Steel Construction,2002,39(1):2―12.
[15]肖林,强士中,李小珍,等.考虑开孔钢板厚度的PBL剪力键力学性能研究[J].工程力学,2012,29(8):282―288.Xiao Lin,Qiang Shizhong,Li Xiaozhen,et al.Research on mechanical performance of PBL shear connectors considering the perforated plate’s thickness[J]Engineering Mechanics,2012,29(8):282―288.(in Chinese)
[16]汪维安,李乔,赵灿晖,等.混合结构PBL剪力键的荷载-滑移特征曲线研究[J].工程力学,2015,32(3):57―65.Wang Weian,Li Qiao,Zhao Canhui,et al.Study on load-slip characteristic curve of perfobond shear connectors in hybrid structures[J]Engineering Mechanics,2015,32(3):57―65.(in Chinese)
[17]Su Q,Yang G,Bradford M A.Bearing capacity of perfobond rib shear connectors in composite girder bridges[J].Journal of Bridge Engineering,2016,21(4):6015001―6015009.
[18]Da C Vianna J,de Andrade S A L,Da S Vellasco P C G,et al.Experimental study of perfobond shear connectors in composite construction[J].Journal of Constructional Steel Research,2013,81:62―75.
[19]Ahn J,Lee C,Won J,et al.Shear resistance of the perfobond-rib shear connector depending on concrete strength and rib arrangement[J].Journal of Constructional Steel Research,2010,66(10):1295―1307.
[20]Candido-Martins J P S,Costa-Neves L F,Vellasco P C GD.Experimental evaluation of the structural response of Perfobond shear connectors[J].Engineering Structures,2010,32(8):1976―1985.
[21]Xue W,Ding M,Wang H,et al.Static behavior and theoretical model of stud shear connectors[J].Journal of Bridge Engineering,2008,13(6):623―634.
[22]Lee P G,Shim C S,Chang S P.Static and fatigue behavior of large stud shear connectors for steel-concrete composite bridges[J].Journal of Constructional Steel Research,2005,61(9):1270―1285.
[23]丁发兴,倪鸣,龚永智,等.栓钉剪力连接件滑移性能试验研究及受剪承载力计算[J].建筑结构学报,2014,35(9):98―106.Ding Faxing,Ni Ming,Gong Yongzhi,et al.Experimental study on slip behavior and calculation of shear bearing capacity for shear stud connectors[J].Journal of Building Structures,2014,35(9):98―106.(in Chinese)