基于性能的隔震结构直接设计方法研究
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摘要
对隔震结构提出以中震弹性为基准设防目标的性能化设计方法,并通过引入结构性能系数φ调整同一震级下不同性能设防目标之间的关系;提出通过迭代计算确定隔震层的水平等效刚度和等效阻尼比的方法,并通过两种不同的初值进行迭代方法的验证;对比了隔震结构采用直接设计法和传统的两阶段分部设计法的内力和配筋结果。研究表明,提出的设计方法可通过引入结构性能系数φ调整同一震级下不同地震作用效应的组合以适应不同的性能设计目标;相比较传统的两阶段分部设计法,上部结构随隔震层的平动改变了构件之间的地震作用分配方式,减轻了中梁的受扭现象,使上部构件的受力更加合理。
Performance-based direct design method for seismic isolated structure under the basic fortification target of keeping elasticity under fortification earthquake was proposed, and the relationship of different performance targets was adjusted by introducing the structural performance coefficient φ under the same seismic magnitude. A method for determining the horizontal equivalent stiffness and the equivalent damping ratio of the isolation layer by iterative calculation was proposed, and the iterative method was verified using two different initial values. The results of internal forces and reinforcement of isolated structures were compared using direct design method and traditional two-stage partial design method. The research shows that the proposed design method can adjust the combination of different seismic effects under the same magnitude by introducing the structural performance coefficient φ to adapt to different performance design targets. Compared with the traditional two-stage partial design method, the super structure changes the distribution of seismic action among the members with the horizontal displacement of the isolation layer, which alleviates the torsion phenomenon of the middle beam, and makes the mechanism of the superstructure more reasonable.
Performance-based direct design method for seismic isolated structure under the basic fortification target of keeping elasticity under fortification earthquake was proposed, and the relationship of different performance targets was adjusted by introducing the structural performance coefficient φ under the same seismic magnitude. A method for determining the horizontal equivalent stiffness and the equivalent damping ratio of the isolation layer by iterative calculation was proposed, and the iterative method was verified using two different initial values. The results of internal forces and reinforcement of isolated structures were compared using direct design method and traditional two-stage partial design method. The research shows that the proposed design method can adjust the combination of different seismic effects under the same magnitude by introducing the structural performance coefficient φ to adapt to different performance design targets. Compared with the traditional two-stage partial design method, the super structure changes the distribution of seismic action among the members with the horizontal displacement of the isolation layer, which alleviates the torsion phenomenon of the middle beam, and makes the mechanism of the superstructure more reasonable.
引文
[1] 薛彦涛.建筑结构隔震技术现状与应用[J].建筑结构,2011,41(11):82-87.
[2] 杜永峰,李慧,苏磐石,等.非比例阻尼隔震结构地震响应的实振型分解法[J].工程力学,2003,20(4):24-32.
[3] 杜永峰,党育,李慧,等.基于非比例阻尼模型的隔震结构动力分析软件[J].建筑结构,2004,34(6):32-35.
[4] 龚微,熊世树.线性阻尼隔震与非线性隔震系统近断层地震反应分析[J].振动与冲击,2016,35(24):108-114.
[5] 杜东升,刘伟庆,王曙光,等.SSI效应对隔震结构的地震响应及损伤影响分析[J].土木工程学报,2012,45(5):19-25.
[6] 薛彦涛,巫振宏.隔震结构振型分解反应谱计算方法研究[J].建筑结构学报,2015,36(4):119-125.
[7] BECKER T C,YAMAMOTO S,HAMAGUCHI H,et al.Application of isolation to high-risebuildings:a Japanese design case study through a US design code lens[J].Earthquake Spectra,2015,31(3),1193-1199.
[8] TENA-COLUNGA A.Simplified method for the seismic design of low-rise,shear wall base-isolated buildings[J].Open Construction & Building Technology Journal,2014,8(8):22-33.
[9] CALUGARU V,PANAGIOTOU M.Seismic response of 20-storybase-isolated and fixed-base reinforced concrete structural wall buildings at a near-fault site[J].Earthquake Engineering & Structural Dynamics,2014,43(6):927-948.
[10] 周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[11] 刘晶波,杜修力.结构动力学[M].北京:机械工业出版社.2004.
[12] 建筑抗震设计规范:GB50011—2010[S].北京:中国建筑工业出版社,2010.
[2] 杜永峰,李慧,苏磐石,等.非比例阻尼隔震结构地震响应的实振型分解法[J].工程力学,2003,20(4):24-32.
[3] 杜永峰,党育,李慧,等.基于非比例阻尼模型的隔震结构动力分析软件[J].建筑结构,2004,34(6):32-35.
[4] 龚微,熊世树.线性阻尼隔震与非线性隔震系统近断层地震反应分析[J].振动与冲击,2016,35(24):108-114.
[5] 杜东升,刘伟庆,王曙光,等.SSI效应对隔震结构的地震响应及损伤影响分析[J].土木工程学报,2012,45(5):19-25.
[6] 薛彦涛,巫振宏.隔震结构振型分解反应谱计算方法研究[J].建筑结构学报,2015,36(4):119-125.
[7] BECKER T C,YAMAMOTO S,HAMAGUCHI H,et al.Application of isolation to high-risebuildings:a Japanese design case study through a US design code lens[J].Earthquake Spectra,2015,31(3),1193-1199.
[8] TENA-COLUNGA A.Simplified method for the seismic design of low-rise,shear wall base-isolated buildings[J].Open Construction & Building Technology Journal,2014,8(8):22-33.
[9] CALUGARU V,PANAGIOTOU M.Seismic response of 20-storybase-isolated and fixed-base reinforced concrete structural wall buildings at a near-fault site[J].Earthquake Engineering & Structural Dynamics,2014,43(6):927-948.
[10] 周福霖.工程结构减震控制[M].北京:地震出版社,1997.
[11] 刘晶波,杜修力.结构动力学[M].北京:机械工业出版社.2004.
[12] 建筑抗震设计规范:GB50011—2010[S].北京:中国建筑工业出版社,2010.