基于偏心距随机特性的RC框架柱承载力抗震调整系数
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摘要
以水平地震与竖向荷载组合作用下的RC框架柱为研究对象,推导截面偏心距与荷载效应比的关系式。接着依据已有的水平地震概率模型与楼面恒荷载、活荷载概率模型,分析偏心距设计值在总体样本点与失效样本点中分别具有的保证概率。然后采用Monte Carlo方法分析RC框架柱可靠度水平随多个参数的变化规律。结果表明:RC框架柱的承载力抗震可靠指标随弯矩效应比和轴压比设计值的变化较为明显,且弯矩荷载效应比越大、轴压比设计值越小,对应的可靠指标越低。与设计目标可靠指标相比,现行规范中RC柱的承载力抗震调整系数值是偏低的,在多数情形下应提高至0.9或1.0。这为合理进行RC框架柱的抗震设计提供了有益参考。
The correlation function between eccentricity and load effect ratio was obtained for RC frame column under combined actions of horizontal earthquake and vertical load.With the current statistical models of horizontal earthquake,floor dead load and live load,the guaranteeing probability of design value of eccentricity in the whole samplings and failure samplings was analyzed.Then,the varying law of reliability with different parameters was analyzed with the Monte Carlo method for RC frame columns.The results show that the reliability of bearing capacity is obviously affected by moment effect ratio and axial compression ratio,and it is low when moment effect ratio is large and axial compression ratio is small.Compared with the target design reliability index,the seismic adjustment coefficient of bearing capacity needs to be increased to 0.9 or 1.0 in most cases,since the corresponding values are low in the current design code.This provides some useful references for reasonable seismic design of RC frame columns.
The correlation function between eccentricity and load effect ratio was obtained for RC frame column under combined actions of horizontal earthquake and vertical load.With the current statistical models of horizontal earthquake,floor dead load and live load,the guaranteeing probability of design value of eccentricity in the whole samplings and failure samplings was analyzed.Then,the varying law of reliability with different parameters was analyzed with the Monte Carlo method for RC frame columns.The results show that the reliability of bearing capacity is obviously affected by moment effect ratio and axial compression ratio,and it is low when moment effect ratio is large and axial compression ratio is small.Compared with the target design reliability index,the seismic adjustment coefficient of bearing capacity needs to be increased to 0.9 or 1.0 in most cases,since the corresponding values are low in the current design code.This provides some useful references for reasonable seismic design of RC frame columns.
引文
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[15]高小旺,魏琏,韦承基.现行抗震规范可靠度水平的校准[J].土木工程学报,1987,20(2):10-20.GAO Xiao-wang,WEI Lian,WEI Cheng-ji.Calibration of reliability level in the current Chinese aseismic design code[J].Journal of Civil Engineering,1987,20(2):10-20.
[2]叶列平,马千里,缪志伟.钢筋混凝土框架结构强柱弱梁设计方法的研究[J].工程力学,2010,27(12):102-113.YE Lie-ping,MA Qian-li,MIAO Zhi-wei.Study on weak beam-strong column design method of RC frame structures[J].Engineering Mechanics,2010,27(12):102-113.
[3]阎红霞,杨庆山.汶川地震框架柱端弯矩增大系数有效性研究[J].建筑结构学报,2009,30(S2):138-143.YAN Hong-xia,YANG Qing-shan.Effectiveness of column-end moment magnification factor inferred from Wenchuan earthquake[J].Journal of Building Structures,2009,30(S2):138-143.
[4]GB 50068—2001,建筑结构可靠度设计统一标准[S].GB 50068—2001,Unified standard for reliability design of building structures[S].
[5]杨伟军,杨毅,蒋友宝.基于偏心距随机特性的混凝土偏心受压构件可靠度分析[J].长沙理工大学学报,2009,6(4):11-15 YANG Wei-jun,YANG Yi,JIANG You-bao.Reliability analysis of RC members subjected to eccentric compression based on random characteristics of eccentricity[J].Journal of Changsha University of Science and Technology,2009,6(4):11-15.
[6]Frangopol D M,Ide Y,Spacone E,et al.A new look at reliability of reinforced concrete columns[J].Structural Safety,1996,18(2):123-150.
[7]Hong H P,Zhou W.Reliability evaluation of RC columns[J].Journal of Structural Engineering,1999,125(7):784-790.
[8]Mohamed A,Soares R,Venturini W S.Partial safety factors for homogeneous reliability of nonlinear reinforced concrete columns[J].Structural Safety,2001,24(2):137-156.
[9]Milner D M,Spacone E,Frangopol D M.New light on performance of short and slender reinforced concrete columns under random loads[J].Engineering Structures,2001,23(1):147-157.
[10]高小旺,鲍蔼斌.地震作用的概率模型及其统计参数[J].地震工程与工程振动,1985,5(1):13-22.GAO Xiao-wang,BAO Ai-bin.Probabilistic model and its statistical parameters for seismic load[J].Earthquake Engineering and Engineering Vibration,1985,5(1):13-22.
[11]欧进萍,段宇博,刘会仪.结构随机地震作用及其统计参数[J].哈尔滨建筑工程学院学报,1994,27(5):1-10.OU Jin-ping,DUAN Yu-bo,LIU Hui-yi.Structural random earthquake action and its statistical parameters[J].Journal of Harbin Architecture and Civil Engineer Institute,1994,27(5):1-10.
[12]GB 50011—2010,建筑结构抗震设计规范[S].GB 50011—2010,Code for seismic design of buildings structures[S].
[13]GB 50010—2010,混凝土设计规范[S].GB 50010—2010,Code for design of concrete structures[S].
[14]张新培.建筑结构可靠度分析与设计[M].北京:科学出版社,2001:1-107.ZHANG Xin-pei.Reliability analysis and design for building structures[M].Beijing:Science Press,2001:1-107.
[15]高小旺,魏琏,韦承基.现行抗震规范可靠度水平的校准[J].土木工程学报,1987,20(2):10-20.GAO Xiao-wang,WEI Lian,WEI Cheng-ji.Calibration of reliability level in the current Chinese aseismic design code[J].Journal of Civil Engineering,1987,20(2):10-20.
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