基于新规范的钢筋混凝土框架抗震性能评价
|
摘要
国家设计标准GB50010-2002和GB50011-2001对上届规范条文做了较大调整。为了了解新标准在抗震规定方面的有效性,按新规范设计8度区二级、9度区一级典型钢筋混凝土框架结构。通过对结构进行设防烈度地震和罕遇烈度地震作用多波输入下的非线性动力时程反应分析,考察了基于新规范设计的钢筋混凝土框架结构的能力设计措施所能达到的弱梁强柱控制效果,和我国8、9度区框架结构能力设计措施的抗震有效性,分析结果可供设计和规范局部修订参考。
The national structural codes GB50010-2002 and GB 50011-2001 have been modified in many aspects compared with the old ones. To verify the effectiveness of structural capacity design provisions in the new codes, firstly, two typical RC frame structures of Grade 2 in intensity-category 8 and Grade 1 in intensity-category 9 are designed according to the new codes. Then, nonlinear dynamic analyses of the two structures are carried out under excitations of several ground motions with the fortification and rare intensity levels. With the analysis results the availability of strong column weak beam is checked carefully, which is desirable with capacity design measures of RC frame in Chinese new structural design code. The conclusions drawn from the analysis are helpful to structural design and local modification of the codes.
The national structural codes GB50010-2002 and GB 50011-2001 have been modified in many aspects compared with the old ones. To verify the effectiveness of structural capacity design provisions in the new codes, firstly, two typical RC frame structures of Grade 2 in intensity-category 8 and Grade 1 in intensity-category 9 are designed according to the new codes. Then, nonlinear dynamic analyses of the two structures are carried out under excitations of several ground motions with the fortification and rare intensity levels. With the analysis results the availability of strong column weak beam is checked carefully, which is desirable with capacity design measures of RC frame in Chinese new structural design code. The conclusions drawn from the analysis are helpful to structural design and local modification of the codes.
引文
[1] NewZealandStandard,ConcreteStructuresStandard〔S〕.StandardsCouncil,1995.
[2] Eurocode8:DesignProvisionforEarthquakeResistanceofStructures〔S〕.EuropeanCommitteeforStandardization,1995.
[3] ACICommittee318,Buildingcoderequirementsforstructuralconcrete(ACI318-99)andcommentary(ACI318-99andACI318R-99)〔S〕,AmericanConcreteInstitute,FarmingtonHills,Michigan48333-9094,1999.
[4] GB50011-2001,建筑抗震设计规范〔S〕.
[5] 杨媛,白绍良.从各国规范对比看我国抗震设计安全水准评价中的有关问题〔J〕.重庆建筑大学学报,2000,22(S0):192-200.
[6] 韦锋,杨红,白绍良.对我国不同烈度区钢筋混凝土框架现行抗震规定的初步验证〔J〕.重庆建筑大学学报,2001,23(6):1-9.
[7] 吴勇.设计基本地震加速度为0.15g和0.30g的地区钢筋筋混凝土框架的非线性动力反应研究〔D〕.重庆大学,2002.
[8] 杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究〔D〕.重庆:重庆建筑大学,2000.
[9] 杨溥,李英明,赖明.结构时程分析法输入地震波的选择控制指标〔J〕.土木工程学报,2000,33(1):44-51.
[10] 杨红,王珍,韦锋,等.柱底抗弯能力增强措施对钢筋混凝土框架抗震性能的影响〔J〕.世界地震工程,2002,18(4):66-72.
[2] Eurocode8:DesignProvisionforEarthquakeResistanceofStructures〔S〕.EuropeanCommitteeforStandardization,1995.
[3] ACICommittee318,Buildingcoderequirementsforstructuralconcrete(ACI318-99)andcommentary(ACI318-99andACI318R-99)〔S〕,AmericanConcreteInstitute,FarmingtonHills,Michigan48333-9094,1999.
[4] GB50011-2001,建筑抗震设计规范〔S〕.
[5] 杨媛,白绍良.从各国规范对比看我国抗震设计安全水准评价中的有关问题〔J〕.重庆建筑大学学报,2000,22(S0):192-200.
[6] 韦锋,杨红,白绍良.对我国不同烈度区钢筋混凝土框架现行抗震规定的初步验证〔J〕.重庆建筑大学学报,2001,23(6):1-9.
[7] 吴勇.设计基本地震加速度为0.15g和0.30g的地区钢筋筋混凝土框架的非线性动力反应研究〔D〕.重庆大学,2002.
[8] 杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究〔D〕.重庆:重庆建筑大学,2000.
[9] 杨溥,李英明,赖明.结构时程分析法输入地震波的选择控制指标〔J〕.土木工程学报,2000,33(1):44-51.
[10] 杨红,王珍,韦锋,等.柱底抗弯能力增强措施对钢筋混凝土框架抗震性能的影响〔J〕.世界地震工程,2002,18(4):66-72.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心