基于性能设计的高强钢组合K形偏心支撑钢框架抗震性能研究
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摘要
为了对比高强钢组合偏心支撑钢框架与普通钢偏心支撑钢框架的抗震性能,在试验研究的基础上,采用基于性能的抗震设计方法设计了5层、10层、15层和20层这四组算例,对四组算例分别进行了静力推覆分析和动力弹塑性分析。对比分析高强钢组合偏心支撑钢框架与普通钢偏心支撑钢框架的承载能力、抗侧刚度、延性指标以及大震作用下层间位移分布和破坏模式。结果表明:相同设计条件下高强钢组合偏心支撑钢框架与普通钢偏心支撑钢框架具有相近的承载能力,但抗侧刚度和延性略低;基于性能的抗震设计方法能够保证高强钢组合偏心支撑钢框架和普通钢偏心支撑钢框架在大震作用下产生相同的破坏模式和层间位移分布。高强钢组合偏心支撑钢框架可以节省约10%~15%的钢材,具有良好的经济效益。
In order to compare seismic performances between eccentrically braced steel frames with high strength steel( HSS-EBFs) and eccentrically braced steel frames( EBFs) on the basis of experimental study,four groups of both HSS-EBFs and EBFs were designed by performance-based seismic design( PBSD) method,which include 5-story,10-story,15-story and 20-story projects. Nonlinear Pushover analysis and nonlinear dynamic analysis were conducted to all designs. The bearing capacity,lateral stiffness,ductility index and inter-story drift and failure mode under the rare earthquake between HSS-EBFs and EBFs were compared. The results indicate that HSS-EBF has similar bearing capacity with EBF while the lateral stiffness and ductility of HSS-EBF are lower than that of EBF. HSS-EBF and EBF designed by PBSD method have the same failure mode and inter-story drift distribution under the rare earthquake. The steel weight of HSS-EBF is 10% ~ 15% lower than of EBF,resulting in good economic efficiency.
In order to compare seismic performances between eccentrically braced steel frames with high strength steel( HSS-EBFs) and eccentrically braced steel frames( EBFs) on the basis of experimental study,four groups of both HSS-EBFs and EBFs were designed by performance-based seismic design( PBSD) method,which include 5-story,10-story,15-story and 20-story projects. Nonlinear Pushover analysis and nonlinear dynamic analysis were conducted to all designs. The bearing capacity,lateral stiffness,ductility index and inter-story drift and failure mode under the rare earthquake between HSS-EBFs and EBFs were compared. The results indicate that HSS-EBF has similar bearing capacity with EBF while the lateral stiffness and ductility of HSS-EBF are lower than that of EBF. HSS-EBF and EBF designed by PBSD method have the same failure mode and inter-story drift distribution under the rare earthquake. The steel weight of HSS-EBF is 10% ~ 15% lower than of EBF,resulting in good economic efficiency.
引文
[1]石永久,熊俊,王元清,等.多层钢框架偏心支撑的抗震性能试验研究[J].建筑结构学报,2010,31(2):29-34.
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[5]蔡益燕,钱稼茹,郁银泉.偏心支撑框架设计新进展[J].建筑结构,2011,41(4):7-10.
[6]GB 50011—2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[7]施刚,班慧勇,石永久,等.高强度钢材钢结构的工程应用及研究进展[J].工业建筑,2012,42(1):1-7.
[8]段留省,苏明周,郝麒麟,等.高强钢组合K型偏心支撑钢框架抗震性能试验研究[J].建筑结构学报,2014,35(7):15-28.
[9]杨文侠,顾强,宋振森,等.Y形偏心支撑钢框架的地震反应折减系数和超强系数[J].工程力学,2012,29(10):129-136.
[10]杨文侠,李春燕,顾强.Y形偏心支撑钢框架SAP2000非线性分析模型[J].兰州理工大学学报:自然科学版,2010,36(10):111-114.
[11]李慎,苏明周.基于性能的偏心支撑钢框架抗震设计方法研究[J].工程力学,2014,31(10):195-204.
[2]MALLEY J O,POPOV E P.Shear link in eccentrically braced frames[J].Journal of Structural Engineering,1984,110(9):2275-2295.
[3]DUBINA D,STRATAN A,DINU F.Dual high-strength steel eccentrically braced frames with removable links[J].Earthquake Engineering and Structural Dynamics,2008,37(15):1703-1720.
[4]BOSCO M,MARINO E M,ROSSI P P.Proposal of modifications to the design provisions of Eurocode 8 for buildings with split K eccentric braces[J].Engineering Structures,2014,61(1):209-223.
[5]蔡益燕,钱稼茹,郁银泉.偏心支撑框架设计新进展[J].建筑结构,2011,41(4):7-10.
[6]GB 50011—2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[7]施刚,班慧勇,石永久,等.高强度钢材钢结构的工程应用及研究进展[J].工业建筑,2012,42(1):1-7.
[8]段留省,苏明周,郝麒麟,等.高强钢组合K型偏心支撑钢框架抗震性能试验研究[J].建筑结构学报,2014,35(7):15-28.
[9]杨文侠,顾强,宋振森,等.Y形偏心支撑钢框架的地震反应折减系数和超强系数[J].工程力学,2012,29(10):129-136.
[10]杨文侠,李春燕,顾强.Y形偏心支撑钢框架SAP2000非线性分析模型[J].兰州理工大学学报:自然科学版,2010,36(10):111-114.
[11]李慎,苏明周.基于性能的偏心支撑钢框架抗震设计方法研究[J].工程力学,2014,31(10):195-204.
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