基于能量平衡的梁柱刚接防屈曲支撑钢框架设计方法
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摘要
针对梁柱刚接的防屈曲支撑钢框架,根据能量平衡的概念提出基于能量的抗震设计方法,使结构在罕遇地震作用下满足给定的目标位移。设计方法以钢框架与防屈曲支撑在目标位移下耗散的能量之和等于地震输入能量为准则进行能量分配。地震输入能量以原钢框架的地震输入能量为基准,计入结构周期和延性变化的影响进行调整后得到,并以结构在位移幅值下循环1周耗能作为总耗能。建立防屈曲支撑的耗能需求曲线和目标位移下的耗能能力曲线,求得防屈曲支撑的截面面积。应用此方法设计3跨5层的防屈曲支撑钢框架结构,采用ANSYS软件建立有限元模型,对所设计的钢框架结构进行罕遇地震作用下的时程分析,结果表明:应用此方法设计的梁柱刚接防屈曲支撑框架在地震作用下最大层间位移角与给定的设计目标较为一致,所设计的结构安全可靠。
A design method for buckling restrained brace frames(BRBFs) was proposed based on energy concept.The input seismic energy was assumed to be dissipated by the steel frame and BRBs at the target displacement.On the basis of the input energy of the frame without BRBs,the input energy of BRBFs was obtained by adjusting its structural period and ductility.The energy dissipated in one cycle at the positive and negative maximum displacements was taken as the total dissipated energy under an earthquake.The required energy dissipation curve and the energy dissipation curve at the target displacement were established to obtain the area of the section of the BRB.A three-bay and five-story BRBF was designed based on the proposed method.And a finite element model was established using ANSYS.The results of the nonlinear time history analysis for the structure indicate the maximum inter-story drift agrees well with the target value,and the designed structure is safe.
A design method for buckling restrained brace frames(BRBFs) was proposed based on energy concept.The input seismic energy was assumed to be dissipated by the steel frame and BRBs at the target displacement.On the basis of the input energy of the frame without BRBs,the input energy of BRBFs was obtained by adjusting its structural period and ductility.The energy dissipated in one cycle at the positive and negative maximum displacements was taken as the total dissipated energy under an earthquake.The required energy dissipation curve and the energy dissipation curve at the target displacement were established to obtain the area of the section of the BRB.A three-bay and five-story BRBF was designed based on the proposed method.And a finite element model was established using ANSYS.The results of the nonlinear time history analysis for the structure indicate the maximum inter-story drift agrees well with the target value,and the designed structure is safe.
引文
[1]李妍,吴斌,王倩颖,等.防屈曲钢支撑阻尼器的试验研究[J].土木工程学报,2006,39(7):9-14.(LiYan,Wu Bin,Wang Qianying,et al.An experimentalstudy of anti-buckling steel damping-braces[J].ChinaCivil Engineering Journal,2006,39(7):9-14.(inChinese))
[2]马宁,吴斌,赵俊贤,等.十字形内芯全钢防屈曲钢支撑抗震性能构件及子系统足尺试验[J].土木工程学报,2010,43(4):1-7.(Ma Ning,Wu Bin,ZhaoJunxian,et al.Full scale uniaxial and subassemblagetests on seismic behavior of all-steel buckling-restrainedbrace[J].China Civil Engineering Journal,2010,43(4):1-7.(in Chinese))
[3]李国强,宫海,张杨,等.TJ型屈曲约束支撑在加固工程中关键技术研究[J].建筑结构,2010,40(增刊2):135-138.(Li Guoqiang,Gong Hai,ZhangYang,et al.Study on key technologies of TJ bucklingrestrained braces in strengthening projects[J].BuildingStructure,2010,40(Suppl.2):135-138.(inChinese))
[4]叶列平,马千里,程光煜,等.西部机电科技商务中心钢结构消能减震计算分析[J].工程抗震与加固改造,2005,27(3):20-25.(Ye Lieping,Ma Qianli,Cheng Guangyu,et al.A seismic analysis of machinetechnology business centre with energy dissipationbraces[J].Earthquake Resistant Engineering andRetrofitting,2005,27(3):20-25.(in Chinese))
[5]赵瑛,郭彦林.防屈曲支撑框架设计方法研究[J].建筑结构,2010,40(1):38-43.(Zhao Ying,GuoYanlin.Research on design method of bucklingrestrained braced frames[J].Building Structure,2010,40(1):38-43.(in Chinese))
[6]Choi H,Kim J,Chung L.Seismic design of bucklingrestrained braced frames based on a modified energy-balance concept[J].Canadian Journal of CivilEngineering,2006,33(2):1251-1260.
[7]Choi H,Kim J.Energy-based seismic design ofbuckling restrained braced frame using hyteretic energyspectrum[J].Engineering Structures,2006,28(2):304-311.
[8]Kim J,Seo Y.Seismic design of low-rise steel frameswith buckling-restrained braces[J].EngineeringStructures,2004,26(5):543-551.
[9]Kim J,Choi H.Behavior and design of structure withbuckling-restrained braces[J].Engineering Structures,2004,26(6):693-706.
[10]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB50011—2010Codefor seismic design of building[S].Beijing:ChinaArchitecture&Building Press,2010.(in Chinese))
[11]周云,乐登,邓雪松.设计用地震动总输入能量谱研究[J].工程抗震与加固改造,2008,30(5):1-6.(Zhou Yun,Le Deng,Deng Xuesong.Research oninput energy spectra for design of earthquake strongmotion[J].Earthquake Resistant Engineering andRetrofitting,2008,30(5):1-6.(in Chinese))
[12]刘哲锋,沈蒲生.地震动输入能量谱的研究[J].工程抗震与加固改造,2006,28(4):1-5.(Liu Zhefeng,Shen Pusheng.Study on input energy spectra forearthquake strong motion[J].Earthquake ResistantEngineering and Retrofitting,2006,28(4):1-5.(inChinese))
[13]程光煜,叶列平.弹性多自由度系统地震输入能量的研究[J].工程抗震与加固改造,2006,28(4):6-9.(Cheng Guangyu,Ye Lieping.Research on seismicenergy demand of elastic MDOF system[J].Earthquake Resistant Engineering and Retrofitting,2006,28(4):6-9.(in Chinese))
[14]程光煜,叶列平.弹塑性SDOF系统的地震输入能量谱[J].工程力学,2008,25(2):28-38.(ChengGuangyu,Ye Lieping.Earthquake input energyspectrum for inelastic SDOF systems[J].EngineeringMechanics,2008,25(2):28-38.(in Chinese))
[15]程光煜,叶列平.弹塑性MDOF系统地震输入能量研究[J].工程抗震与加固改造,2007,29(6):31-34.(Cheng Guangyu,Ye Lieping.Earthquake energyinput of inelastic MDOF system[J].EarthquakeResistant Engineering and Retrofitting,2007,29(6):31-34.(in Chinese))
[2]马宁,吴斌,赵俊贤,等.十字形内芯全钢防屈曲钢支撑抗震性能构件及子系统足尺试验[J].土木工程学报,2010,43(4):1-7.(Ma Ning,Wu Bin,ZhaoJunxian,et al.Full scale uniaxial and subassemblagetests on seismic behavior of all-steel buckling-restrainedbrace[J].China Civil Engineering Journal,2010,43(4):1-7.(in Chinese))
[3]李国强,宫海,张杨,等.TJ型屈曲约束支撑在加固工程中关键技术研究[J].建筑结构,2010,40(增刊2):135-138.(Li Guoqiang,Gong Hai,ZhangYang,et al.Study on key technologies of TJ bucklingrestrained braces in strengthening projects[J].BuildingStructure,2010,40(Suppl.2):135-138.(inChinese))
[4]叶列平,马千里,程光煜,等.西部机电科技商务中心钢结构消能减震计算分析[J].工程抗震与加固改造,2005,27(3):20-25.(Ye Lieping,Ma Qianli,Cheng Guangyu,et al.A seismic analysis of machinetechnology business centre with energy dissipationbraces[J].Earthquake Resistant Engineering andRetrofitting,2005,27(3):20-25.(in Chinese))
[5]赵瑛,郭彦林.防屈曲支撑框架设计方法研究[J].建筑结构,2010,40(1):38-43.(Zhao Ying,GuoYanlin.Research on design method of bucklingrestrained braced frames[J].Building Structure,2010,40(1):38-43.(in Chinese))
[6]Choi H,Kim J,Chung L.Seismic design of bucklingrestrained braced frames based on a modified energy-balance concept[J].Canadian Journal of CivilEngineering,2006,33(2):1251-1260.
[7]Choi H,Kim J.Energy-based seismic design ofbuckling restrained braced frame using hyteretic energyspectrum[J].Engineering Structures,2006,28(2):304-311.
[8]Kim J,Seo Y.Seismic design of low-rise steel frameswith buckling-restrained braces[J].EngineeringStructures,2004,26(5):543-551.
[9]Kim J,Choi H.Behavior and design of structure withbuckling-restrained braces[J].Engineering Structures,2004,26(6):693-706.
[10]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB50011—2010Codefor seismic design of building[S].Beijing:ChinaArchitecture&Building Press,2010.(in Chinese))
[11]周云,乐登,邓雪松.设计用地震动总输入能量谱研究[J].工程抗震与加固改造,2008,30(5):1-6.(Zhou Yun,Le Deng,Deng Xuesong.Research oninput energy spectra for design of earthquake strongmotion[J].Earthquake Resistant Engineering andRetrofitting,2008,30(5):1-6.(in Chinese))
[12]刘哲锋,沈蒲生.地震动输入能量谱的研究[J].工程抗震与加固改造,2006,28(4):1-5.(Liu Zhefeng,Shen Pusheng.Study on input energy spectra forearthquake strong motion[J].Earthquake ResistantEngineering and Retrofitting,2006,28(4):1-5.(inChinese))
[13]程光煜,叶列平.弹性多自由度系统地震输入能量的研究[J].工程抗震与加固改造,2006,28(4):6-9.(Cheng Guangyu,Ye Lieping.Research on seismicenergy demand of elastic MDOF system[J].Earthquake Resistant Engineering and Retrofitting,2006,28(4):6-9.(in Chinese))
[14]程光煜,叶列平.弹塑性SDOF系统的地震输入能量谱[J].工程力学,2008,25(2):28-38.(ChengGuangyu,Ye Lieping.Earthquake input energyspectrum for inelastic SDOF systems[J].EngineeringMechanics,2008,25(2):28-38.(in Chinese))
[15]程光煜,叶列平.弹塑性MDOF系统地震输入能量研究[J].工程抗震与加固改造,2007,29(6):31-34.(Cheng Guangyu,Ye Lieping.Earthquake energyinput of inelastic MDOF system[J].EarthquakeResistant Engineering and Retrofitting,2007,29(6):31-34.(in Chinese))
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