高强度钢材压弯构件循环荷载作用下受力性能的有限元分析
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摘要
为了研究高强度钢材压弯构件的滞回性能,首先采用有限元软件ANSYS中的壳单元SHELL181建立模型,对普通强度钢材箱形和工字形截面压弯构件在常轴力、水平往复荷载下的受力性能进行了模拟分析,模型考虑材料非线性、几何非线性、几何初始缺陷和残余应力的影响。通过与相关试验结果的比较,验证了有限元模型的正确性。在此基础上,分析了Q460和Q690钢材等边箱形压弯构件在常轴力、水平往复荷载作用下的受力性能,得到了其滞回曲线,同时研究了钢材强度对等边箱形截面压弯构件在强震循环荷载作用下滞回性能的影响。研究结果对钢结构抗震设计规范的完善以及高强度钢材的工程应用具有一定的促进作用。
In order to study the hysteretic behavior of high strength steel columns,the shell181 element from the finite element analysis software-ANSYS was used to build model,with which the ordinary strength steel box and I-section columns subjected to constant axial force and horizontal cyclic loading were analyzed,and the influence of material nonlinearity,geometric nonlinearity,initial geometric imperfection and residual stress were considered in the finite element models.The finite element models had been proved to be accurate based on the comparison between results from the finite element analysis and experiments.Then,the finite element model was utilized to obtain the mechanical properties and hysteretic curve of high strength steel square box section columns under constant axial force and horizontal cyclic loading.An extensive parametric study was carried out to investigate the influence of steel strength on the hysteretic behavior of square box section columns under the cyclic loading of severe earthquakes.The research results will contribute to the improvement of steel structures seismic design codes and promote the engineering application of high strength steels.
In order to study the hysteretic behavior of high strength steel columns,the shell181 element from the finite element analysis software-ANSYS was used to build model,with which the ordinary strength steel box and I-section columns subjected to constant axial force and horizontal cyclic loading were analyzed,and the influence of material nonlinearity,geometric nonlinearity,initial geometric imperfection and residual stress were considered in the finite element models.The finite element models had been proved to be accurate based on the comparison between results from the finite element analysis and experiments.Then,the finite element model was utilized to obtain the mechanical properties and hysteretic curve of high strength steel square box section columns under constant axial force and horizontal cyclic loading.An extensive parametric study was carried out to investigate the influence of steel strength on the hysteretic behavior of square box section columns under the cyclic loading of severe earthquakes.The research results will contribute to the improvement of steel structures seismic design codes and promote the engineering application of high strength steels.
引文
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[23]Rasmussen K J R,Hancock G J.Plate slenderness limits for high strength steel sections[J].Journal of Constructional Steel Research,1992,23:73-96.
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[25]Usami T,Fukumoto Y.Local and overall buckling of welded box columns[J].Journal of the Structural Division,1982,108(ST3):525-542.
[2]施刚,石永久,王元清.超高强度钢材钢结构的工程应用[J].建筑钢结构进展,2008,10(4):32-38.
[3]Pocock G.High strength steel use in Australia,Japan and the US[J].Structural Engineer,2006,84(21):27-30.
[4]曹晓春,甘国军,李翠光.Q460E钢在国家重点工程中的应用[J].焊接技术,2007,36:12-15.
[5]GB 50011—2001建筑抗震设计规范[S].
[6]ANSI/AISC341-05Seismic provisions for structural steel buildings[S].
[7]建築物の構造関係技術基準解説書編集委員会.建築物の構造關係技術基準解說書［M].2007年版.東京:全国官報販売協同組合,2007.
[8]Eurocode8:European code for seismic regions[S].
[9]Gao S,Usami T,Ge H.Eccentrically loaded steel columns under cyclic in-plane loading[J].Journal of Structural Engineering,2000,126(8):964-973.
[10]Gao S,Usami T,Ge H.Eccentrically loaded steel columns under cyclic out-of-plane loading[J].Journal of Structural Engineering,2000,126(8):974-981.
[11]Nakashima M,Liu D.Instability and complete failure of steel columns subjected to cyclic loading[J].Journal of Engineering Mechanics,2005,131(6):559-567.
[12]苏明周,顾强,申林.钢构件在循环大应变作用下的有限元分析[J].工程力学,2001,18(4):51-58.
[13]苏明周,顾强,郭兵.箱型截面钢压弯构件受循环弯矩作用的试验研究和理论分析[J].建筑结构学报,2001,22(4):9-16.
[14]苏明周,顾强.箱型截面钢压弯构件的滞回性能和板件宽厚比限值研究[J].建筑结构学报,2000,21(5):41-47.
[15]陈以一,周锋,陈城.宽肢薄腹H形截面钢柱的滞回性能[J].世界地震工程,2002,18(4):23-29.
[16]Fukumoto Y,Kusama S.Local instability tests of plate elements under cyclic unaxial loading[J].Journal of Structural Engineering,1985,111(5):1051-1067.
[17]GB 50205—2001钢结构工程施工质量验收规范[S].
[18]《钢结构设计规范》编制组.《钢结构设计规范》应用讲解[M].北京:中国计划出版社,2003
[19]GB/T700—2006碳素结构钢[S].
[20]GB/T1591—2006低合金高强度结构钢[S].
[21]王国周,瞿履谦.钢结构原理与设计[M].北京:清华大学出版社,1993.
[22]Shi Gang,Ban Huiyong,Shi Yongjiu,et al.Recent research advances on the buckling behavior of high strength and ultra-high strength steel structures[C]//ICTAS2009:Proceedings of Shanghai International Conference on Technology of Architecture and Structure.Shanghai:Tongji University Press,2009:75-89.
[23]Rasmussen K J R,Hancock G J.Plate slenderness limits for high strength steel sections[J].Journal of Constructional Steel Research,1992,23:73-96.
[24]JGJ 101—96建筑抗震试验方法规程[S].
[25]Usami T,Fukumoto Y.Local and overall buckling of welded box columns[J].Journal of the Structural Division,1982,108(ST3):525-542.
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