弹塑性位移谱法与振动台试验比值的数值分布特征
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摘要
本文将弹塑性位移谱法的计算结果与12层钢筋混凝土模型框架结构振动台试验作了比较。振动台输入峰值加速度依次为:0.090、0.2580、.388、0.517、0.646、0.775和0.904g。利用弹塑性位移谱法计算出各工况下模型框架的楼层位移和层间位移角需求及其与试验结果的比值,讨论了楼层位移比、层间位移角比随输入峰值的变化情况,以及楼层位移比、层间位移角比的数值分布特征。比较分析可知:弹塑性位移谱法的计算结果较为接近结构的真实地震反应,可在基于性能的抗震设计中应用。
The seismic demands of a twelve-story RC frame structure model,determined by the inelastic displacement spectra method,are compared to those obtained from the shaking table test in this paper.The seismic excitations peak accelerations of shaking table are 0.090g,0.258g,0.388g,0.517g,0.646g,0.775g and 0.904g respectively.The inelastic displacement spectra method is applied to compute the story displacement demands and inter story-drift demands of model frame in each excitation,and results ratios of the inelastic displacement spectra method to the test are also derived.The median value of these ratios along with peak acceleration are evaluated,and the distribution character several typical displacement-ratio and drift-ration accompanied with the variation of peak acceleration are discussed.Comparing results shown: the seismic demands obtained by inelastic displacement spectra method is similar to the "exact" results from shaking table test analysis,and the method has application value in performance-based seismic design.
The seismic demands of a twelve-story RC frame structure model,determined by the inelastic displacement spectra method,are compared to those obtained from the shaking table test in this paper.The seismic excitations peak accelerations of shaking table are 0.090g,0.258g,0.388g,0.517g,0.646g,0.775g and 0.904g respectively.The inelastic displacement spectra method is applied to compute the story displacement demands and inter story-drift demands of model frame in each excitation,and results ratios of the inelastic displacement spectra method to the test are also derived.The median value of these ratios along with peak acceleration are evaluated,and the distribution character several typical displacement-ratio and drift-ration accompanied with the variation of peak acceleration are discussed.Comparing results shown: the seismic demands obtained by inelastic displacement spectra method is similar to the "exact" results from shaking table test analysis,and the method has application value in performance-based seismic design.
引文
[1]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动,2004,24(1):39~48.
[2]周定松,吕西林.延性需求谱在基于性能的抗震设计中的应用[J].地震工程与工程振动,2004,24(1):30~38.
[3]周定松,吕西林.弹塑性位移谱法的振动台模型试验验证[J].地震工程与工程振动.2004,24(5):110~117.
[4]吕西林,李培振,陈跃庆.12层钢筋混凝土标准框架振动台模型试验的完整数据[R].上海,同济大学土木工程防灾国家重点实验室振动台试验研究报告,2003.
[5]Benjamin J R,Cornell C A.Probability,Statistics,andDecision for Civil Engineers[M].McGraw-Hill:New York,1970.
[6]Chopra A K,Goel R K.A modal pushover analysisprocedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31(4):561~582.
[2]周定松,吕西林.延性需求谱在基于性能的抗震设计中的应用[J].地震工程与工程振动,2004,24(1):30~38.
[3]周定松,吕西林.弹塑性位移谱法的振动台模型试验验证[J].地震工程与工程振动.2004,24(5):110~117.
[4]吕西林,李培振,陈跃庆.12层钢筋混凝土标准框架振动台模型试验的完整数据[R].上海,同济大学土木工程防灾国家重点实验室振动台试验研究报告,2003.
[5]Benjamin J R,Cornell C A.Probability,Statistics,andDecision for Civil Engineers[M].McGraw-Hill:New York,1970.
[6]Chopra A K,Goel R K.A modal pushover analysisprocedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31(4):561~582.
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