一种直接基于位移的抗震设计方法
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摘要
与传统基于力的抗震设计方法相比,基于位移的抗震设计方法更适合实现基于性能抗震设计。本文在若干文献的基础上,提出了一种直接基于位移的抗震设计方法。该方法建立在结构屈服位移可由几何尺寸确定的基础上,根据不同水平地震作用下的目标设计位移,计算相应的延性系数,采用一定的Rμ-μ-Tn关系建立相应的非线性反应谱,以二折线模型模拟结构的性能曲线,然后根据结构不同的目标位移以及对应的非线性反应谱确定相应的有效周期,从中选择最小值作为设计结构的有效周期,根据有效周期计算结构的刚度,然后乘以屈服位移得到结构的屈服强度。根据结构屈服强度以及结构的超强系数,得到结构的设计基底剪力。该方法避免了设计中采用迭代计算,且一次设计就可以完成多水平设防的目的。
Displacement-based seismic design is a more rational approach to performance-based seismic design in comparison with the force-based design.This paper presents a new direct displacement-based seismic design method.In this method,the yield displacement only depends on the structural geometry and the design ductility factors are calculated according to different limit states,The constant-ductility spectra are established by appropriate Rμ-μ-Tn relationship.The minimum effective period of structures is considered to be a design period.The yield strength is calculated by initial elastic stiffness.The design strength is determined by the yield strength divided by the over-strength factor estimated based on the seismic design code.In this method,iteration is not necessary,moreover,the multiple target performance levels are realized by a single design step.
Displacement-based seismic design is a more rational approach to performance-based seismic design in comparison with the force-based design.This paper presents a new direct displacement-based seismic design method.In this method,the yield displacement only depends on the structural geometry and the design ductility factors are calculated according to different limit states,The constant-ductility spectra are established by appropriate Rμ-μ-Tn relationship.The minimum effective period of structures is considered to be a design period.The yield strength is calculated by initial elastic stiffness.The design strength is determined by the yield strength divided by the over-strength factor estimated based on the seismic design code.In this method,iteration is not necessary,moreover,the multiple target performance levels are realized by a single design step.
引文
[1]Anil K Chopra,Rakesh K Goel.Direct displacement-based design:use of inelastic design spectra versus elastic design spectra[J].EarthquakeSpectra,2001,17(1):47-65.
[2]Mark Aschheim,Edgar F Black.Yield point spectra for seismic design and rehabilitation[J].Earthquake Spectra,2000,16(2):317-335.
[3]Priestley M J N,Kowalsky M J.Direct displacement-based seismic design of concrete buildings[J].Bulletin of the New Zealand Society forEarthquake Engineering,2000,33(4):421-444.
[4]周定松,吕西林.延性需求谱在基于性能抗震设计中的应用[J].地震工程与工程振动,2004,24(1):30-38.
[5]Peter Fajfar.A nonlinear analysis method for performance-based seismic design[J].Earthquake Spectra,2000,16(3):573-592.
[6]Anil KChopra,Rakesh KGoel.Evaluation NSP to estimate seismic deformation:SDF Systems.[J]Journal of Structural Engineering,2000,126(4):482-490.
[7]Denis Mitchell,Robert Tremblay.Seismic force modification factors for the proposed 2005 edition of the National Building Code of Canada[R].Published on the NRC Research Press Web site at http://cjce.nrc.ca on 14 April 2003.
[8]Ghosh S K.Comparison of the Seismic Provisions of the 1997 Uniform Building Code to the 1997 NEHRP Recommended Provisions[R].www.skghoshassociates.com.
[9]Ronald O Hamburger.Development of next-generation performance-based seismic design guidelines.Workshop of PBSD[C].BLED,2004.
[10]Denis Mitchell,Robert Tremblay.Seismic force modification factors for the proposed 2005 edition of the National Building Code of Canada[R].Published on the NRC Research Press Web site at http://cjce.nrc.ca on 14 April 2003.
[11]Ghosh S K.Comparison of the Seismic Provisions of the 1997 Uniform Building Code to the 1997 NEHRP Recommended Provisions[R].www.skghoshassociates.com.
[12]Elnashai A S,Mwafy A M.Overstrength and force reduction factors of multistory reinforced concrete buildings[J].The Structural Design of TallBuildings,2002,(11):329-351.
[13]马宏旺.一种简化的钢筋混凝土框架结构地震非线性位移反应分析方法[J].工程力学,2007,(待发表).
[14]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[2]Mark Aschheim,Edgar F Black.Yield point spectra for seismic design and rehabilitation[J].Earthquake Spectra,2000,16(2):317-335.
[3]Priestley M J N,Kowalsky M J.Direct displacement-based seismic design of concrete buildings[J].Bulletin of the New Zealand Society forEarthquake Engineering,2000,33(4):421-444.
[4]周定松,吕西林.延性需求谱在基于性能抗震设计中的应用[J].地震工程与工程振动,2004,24(1):30-38.
[5]Peter Fajfar.A nonlinear analysis method for performance-based seismic design[J].Earthquake Spectra,2000,16(3):573-592.
[6]Anil KChopra,Rakesh KGoel.Evaluation NSP to estimate seismic deformation:SDF Systems.[J]Journal of Structural Engineering,2000,126(4):482-490.
[7]Denis Mitchell,Robert Tremblay.Seismic force modification factors for the proposed 2005 edition of the National Building Code of Canada[R].Published on the NRC Research Press Web site at http://cjce.nrc.ca on 14 April 2003.
[8]Ghosh S K.Comparison of the Seismic Provisions of the 1997 Uniform Building Code to the 1997 NEHRP Recommended Provisions[R].www.skghoshassociates.com.
[9]Ronald O Hamburger.Development of next-generation performance-based seismic design guidelines.Workshop of PBSD[C].BLED,2004.
[10]Denis Mitchell,Robert Tremblay.Seismic force modification factors for the proposed 2005 edition of the National Building Code of Canada[R].Published on the NRC Research Press Web site at http://cjce.nrc.ca on 14 April 2003.
[11]Ghosh S K.Comparison of the Seismic Provisions of the 1997 Uniform Building Code to the 1997 NEHRP Recommended Provisions[R].www.skghoshassociates.com.
[12]Elnashai A S,Mwafy A M.Overstrength and force reduction factors of multistory reinforced concrete buildings[J].The Structural Design of TallBuildings,2002,(11):329-351.
[13]马宏旺.一种简化的钢筋混凝土框架结构地震非线性位移反应分析方法[J].工程力学,2007,(待发表).
[14]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
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