基于损伤机制控制的钢筋混凝土结构抗震设计方法研究
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摘要
合理有效地控制地震作用下建筑结构的损伤机制,是提高建筑结构抗震性能的重要手段。体系设计、需求分析和构件设计是结构损伤机制控制的三个主要方面。在总结建筑结构抗震损伤机制控制发展过程的基础上,着重于需求分析,建议了一套基于建筑结构损伤机制控制的抗震设计方法。该方法采用两阶段设计:在多遇地震设计阶段,采用线弹性分析给出结构预期损伤部位的承载力需求;在罕遇地震设计阶段,采用等效线性化法定量给出结构在罕遇地震作用下实现预期损伤机制下损伤部位的变形能力需求和非损伤部位的承载力需求,为构件的抗震设计提供依据。通过一个钢筋混凝土延性框架结构算例说明了建议方法的实施流程,并通过动力弹塑性分析评价了建议方法的效果。分析结果表明,与现行规范方法相比,建议方法更有助于预期损伤机制的实现。
Damage mechanism control is an effective way of enhancing the seismic performance of building structures,where system design,demand analysis and member design are the three essential aspects.A brief review of the development history of seismic structural systems in the sense of damage mechanism control is followed by the proposal of a damage mechanism control-based seismic design methodology which incorporates a two-phase design procedure.In the first phase,linear elastic analysis is used to determine the strength demand for potentially inelastic members.And in the second phase,equivalent linear analysis is used to quantitatively determine the deformability demands for potentially inelastic members and strength demands for other members in order to achieve the desirable damage mechanism.These demands form the basis for the proportioning and section design of each structural member.An example of reinforced concrete ductile moment-resisting frame is provided to demonstrate the implementation of the proposed design method.Nonlinear dynamic analysis is conducted to evaluate its effectiveness.Results show that the proposed method can better ensure the desirable damage mechanism.
Damage mechanism control is an effective way of enhancing the seismic performance of building structures,where system design,demand analysis and member design are the three essential aspects.A brief review of the development history of seismic structural systems in the sense of damage mechanism control is followed by the proposal of a damage mechanism control-based seismic design methodology which incorporates a two-phase design procedure.In the first phase,linear elastic analysis is used to determine the strength demand for potentially inelastic members.And in the second phase,equivalent linear analysis is used to quantitatively determine the deformability demands for potentially inelastic members and strength demands for other members in order to achieve the desirable damage mechanism.These demands form the basis for the proportioning and section design of each structural member.An example of reinforced concrete ductile moment-resisting frame is provided to demonstrate the implementation of the proposed design method.Nonlinear dynamic analysis is conducted to evaluate its effectiveness.Results show that the proposed method can better ensure the desirable damage mechanism.
引文
[1]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB 50011—2010 Codefor seismic design of buildings[S].Beijing:ChinaArchitecture&Building Press,2010.(in Chinese))
[2]Mahin S A,Bertero V V.Nonlinear seismic response ofa coupled wall system[C]//Proceedings of ASCENational Convention.Reston,VA,USA:AmericanSociety of Civil Engineering(ASCE),1975.
[3]壁谷澤寿一,壁谷澤寿海,松森泰造,等.実大3層鉄筋コンクリート建物の振動実験[J].日本建築学会構造系論文集,2008,73(632):1833-1840.(Kabeyasawa T,Kabeyasawa T,Matsumori T,et al.Shake table test on a full-scale three-story reinforcedconcrete building structure[J].Journal of StructuralConstruction Engineering,AIJ,2008,73(632):1833-1840.(in Japanese))
[4]Paulay T.Deterministic design procedures for ductileframes in seismic areas[J].ACI Publication,1980,SP-63:357-381.
[5]Paulay T.Deterministic seismic design procedures forreinforced concrete buildings[J].EngineeringStructures,1983,5(1):79-86.
[6]Paulay T,Priestley M J N.Seismic design of reinforcedconcrete and masonry buildings[M].New York:JohnWiley&Sons,Inc.,1992:38-46.
[7]Wada A,Connor J J,Kawai H,et al.Damage tolerantstructure[C]//Proceedings of the 5th U.S.-JapanWorkshop on the Improvement of Building StructuralDesign and Construction Practice.Redwood City,CA,USA:ATC&JSCA,1992.
[8]曲哲,叶列平.建筑结构弹塑性地震响应计算的等价线性化法研究[J].建筑结构学报,2010,31(9):95-102.(QU Zhe,YE Lieping.Equivalent linearanalysis in estimating nonlinear seismic responses ofbuilding structures[J].Journal of Building Structures,2010,31(9):95-102.(in Chinese))
[9]GB 50010—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.(GB 50010—2002Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2002.(inChinese))
[10]钱稼茹,徐福江.钢筋混凝土梁基于位移的变形能力设计方法[J].四川建筑科学研究,2007,33(2):1-3.(Qian Jiaru,Xu Fujiang.Displacement-baseddeformation capacity design method of reinforcedconcrete beams[J].Sichuan Building Science,2007,33(2):1-3.(in Chinese))
[11]钱稼茹,徐福江.钢筋混凝土柱基于位移的变形能力设计方法[J].建筑结构,2007,37(12):30-32.(Qian Jiaru,Xu Fujiang.Displacement-baseddeformation capacity design method of reinforcedconcrete columns[J].Building Structure,2007,37(12):30-32.(in Chinese))
[12]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.(GB 50011—2001 Codefor seismic design of buildings[S].Beijing:ChinaArchitecture&Building Press2,001.(in Chinese))
[13]曲哲.摇摆墙-框架结构抗震损伤机制控制及设计方法研究[D].北京:清华大学,2010.(Qu Zhe.Study on seismic damage mechanism control and designof rocking wall-frame structures[D].Beijing:TsinghuaUniversity,2010.(in Chinese))
[2]Mahin S A,Bertero V V.Nonlinear seismic response ofa coupled wall system[C]//Proceedings of ASCENational Convention.Reston,VA,USA:AmericanSociety of Civil Engineering(ASCE),1975.
[3]壁谷澤寿一,壁谷澤寿海,松森泰造,等.実大3層鉄筋コンクリート建物の振動実験[J].日本建築学会構造系論文集,2008,73(632):1833-1840.(Kabeyasawa T,Kabeyasawa T,Matsumori T,et al.Shake table test on a full-scale three-story reinforcedconcrete building structure[J].Journal of StructuralConstruction Engineering,AIJ,2008,73(632):1833-1840.(in Japanese))
[4]Paulay T.Deterministic design procedures for ductileframes in seismic areas[J].ACI Publication,1980,SP-63:357-381.
[5]Paulay T.Deterministic seismic design procedures forreinforced concrete buildings[J].EngineeringStructures,1983,5(1):79-86.
[6]Paulay T,Priestley M J N.Seismic design of reinforcedconcrete and masonry buildings[M].New York:JohnWiley&Sons,Inc.,1992:38-46.
[7]Wada A,Connor J J,Kawai H,et al.Damage tolerantstructure[C]//Proceedings of the 5th U.S.-JapanWorkshop on the Improvement of Building StructuralDesign and Construction Practice.Redwood City,CA,USA:ATC&JSCA,1992.
[8]曲哲,叶列平.建筑结构弹塑性地震响应计算的等价线性化法研究[J].建筑结构学报,2010,31(9):95-102.(QU Zhe,YE Lieping.Equivalent linearanalysis in estimating nonlinear seismic responses ofbuilding structures[J].Journal of Building Structures,2010,31(9):95-102.(in Chinese))
[9]GB 50010—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.(GB 50010—2002Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2002.(inChinese))
[10]钱稼茹,徐福江.钢筋混凝土梁基于位移的变形能力设计方法[J].四川建筑科学研究,2007,33(2):1-3.(Qian Jiaru,Xu Fujiang.Displacement-baseddeformation capacity design method of reinforcedconcrete beams[J].Sichuan Building Science,2007,33(2):1-3.(in Chinese))
[11]钱稼茹,徐福江.钢筋混凝土柱基于位移的变形能力设计方法[J].建筑结构,2007,37(12):30-32.(Qian Jiaru,Xu Fujiang.Displacement-baseddeformation capacity design method of reinforcedconcrete columns[J].Building Structure,2007,37(12):30-32.(in Chinese))
[12]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.(GB 50011—2001 Codefor seismic design of buildings[S].Beijing:ChinaArchitecture&Building Press2,001.(in Chinese))
[13]曲哲.摇摆墙-框架结构抗震损伤机制控制及设计方法研究[D].北京:清华大学,2010.(Qu Zhe.Study on seismic damage mechanism control and designof rocking wall-frame structures[D].Beijing:TsinghuaUniversity,2010.(in Chinese))
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