纤维模型中非线性剪切效应的模拟方法及校核
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摘要
传统纤维模型忽略了非线性剪切效应,难以用于剪力墙等构件的非线性反应模拟。建议采用直接在截面层次上定义非线性剪切恢复力关系的方法。构件截面的弯曲刚度、轴向刚度通过传统纤维模型的方法积分得到,截面的剪切刚度根据所定义的截面剪切恢复力关系得出,将剪切刚度与弯曲、轴向刚度进行组合后得到组合截面的整体刚度矩阵。利用OpenSees提供的Section Aggregator功能在OpenSees平台上方便地实现了对截面层次非线性剪切效应的模拟。以中国完成的15片剪力墙抗震性能试验的实测结果为依据,对用于确定剪力墙的剪切恢复力骨架曲线各特征参数的Hirosawa公式进行了校核、修正。并对中国的2片典型剪力墙低周反复试验进行了模拟分析。结果表明,考虑剪切效应的模拟方法均能更好地模拟出剪力墙的最大抗剪承载能力和刚度退化、捏缩效应,不考虑剪切效应的模拟结果难以反映剪力墙的实际受力特性。
The conventional fiber model neglects the nonlinear shear effect,and is difficult to simulate the nonlinear response of the shear wall and other similar components with fiber model.The method of directly defining the nonlinear shear restoring force relationship at the section level was suggested.Within this method,the flexural and axial stiffness could be calculated by the traditional fiber model formulas,while the shear stiffness was calculated according to the predefined sectional shear restoring force relationships.The combined integrated sectional stiffness matrix could be obtained by combining the shear stiffness,flexural stiffness and axial stiffness.Based on the OpenSees framework and its functional command of Section Aggregator,it was convenient to simulate the nonlinear shear effect at the section level.Taking the experimental results of 15 shear walls of China as the benchmark,the formulas of Hirosawa,which was used to define the characteristic parameters of the shear restoring force skeleton curve,were calibrated and modified.The low cyclic reserved loading tests of two typical shear walls were simulated by this method.Results showed that the modeling method of considering the shear effect could simulate the maximum shear force,stiffness degradation and pinch shrinkage of the shear wall more effectively,while the actual mechanical behavior of shear wall could not be obtained by the modeling method that ignore the shear effect.
The conventional fiber model neglects the nonlinear shear effect,and is difficult to simulate the nonlinear response of the shear wall and other similar components with fiber model.The method of directly defining the nonlinear shear restoring force relationship at the section level was suggested.Within this method,the flexural and axial stiffness could be calculated by the traditional fiber model formulas,while the shear stiffness was calculated according to the predefined sectional shear restoring force relationships.The combined integrated sectional stiffness matrix could be obtained by combining the shear stiffness,flexural stiffness and axial stiffness.Based on the OpenSees framework and its functional command of Section Aggregator,it was convenient to simulate the nonlinear shear effect at the section level.Taking the experimental results of 15 shear walls of China as the benchmark,the formulas of Hirosawa,which was used to define the characteristic parameters of the shear restoring force skeleton curve,were calibrated and modified.The low cyclic reserved loading tests of two typical shear walls were simulated by this method.Results showed that the modeling method of considering the shear effect could simulate the maximum shear force,stiffness degradation and pinch shrinkage of the shear wall more effectively,while the actual mechanical behavior of shear wall could not be obtained by the modeling method that ignore the shear effect.
引文
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[2]Meng Chunguang,Lu Xilin.Application of flexibility-basedfiber-model beam-column element in simulation analysis ofCFRT columns[J].Journal of Earthquake Engineering andEngineering Vibration,2009,29(4):62-69.[孟春光,吕西林.柔度法纤维模型在方钢管混凝土柱滞回仿真中的应用[J].地震工程与工程振动,2009,29(4):62-69.]
[3]Wang Quanfeng,Shen Zhangchun,Yang Yongxin,et al.Seis-mic behavior of HRB400 reinforcement concrete short col-umns[J].Journal of Building Structures,2008,29(2):114-117.[王全风,沈章春,杨勇新,等.HRB400级钢筋混凝土短柱抗震试验研究[J].建筑结构学报,2008,29(2):114-117.]
[4]Chen Shicai,Lu Xinzheng,Ren Aizhu,et al.Nonlinear anal-ysis of multi-story concrete frame under fire with fiber beammodel[J].Journal of Building Structures,2009,30(6):44-53.[陈适才,陆新征,任爱珠,等.基于纤维梁模型的火灾下多层混凝土框架非线性分析[J].建筑结构学报,2009,30(6):44-53.]
[5]Ranzo G,Petrangeli M.A fiber finite beam element with sec-tion shear modeling for seismic analysis of RC structures[J].Journal of Earthquake Engineering,1998,2(3):443-473.
[6]Zhang Song,Lu Xilin,Zhang Hongmei.Experimental and an-alytical studies on resilience models of RC shear walls[J].Journal of Shenyang Jianzhu University:Natural Science,2009,25(4):644-649.[张松,吕西林,章红梅.钢筋混凝土剪力墙构件恢复力模型[J].沈阳建筑大学学报:自然科学版,2009,25(4):644-649.]
[7]Lu Xilin,Lu Wensheng.Application of fiber wall elementmodel in nonlinear analysis of shear wall structures[J].Chi-nese Quarterly of Mechanics,2005,26(1):72-80.[吕西林,卢文生.纤维墙元模型在剪力墙结构非线性分析中的应用[J].力学季刊,2005,26(1):72-80.]
[8]Mazzoni S,McKenna F,Scott M H,et al.OpenSees usersmanual[R].PEER,University of California,Berkeley,2004.
[9]Hirosawa M.Past experimental results on reinforced concreteshear walls and analysis on them[R].No 6 Building Re-search Institute,Ministry of Construction,Tokyo,Japan,1975.
[10]Li Hongnan,Li Bing.Experimental study on seismic resto-ring performance of reinforced concrete shear walls[J].Journal of Building Structures,2004,25(5):35-42.[李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.]
[11]Fu Jianping,Wu Yanjiang,Pi Tianxiang,et al.Experimen-tal research on seismic shear capacity of I-shape ductile re-inforced concrete structural walls[J].Journal of ChongqingUniversity:Natural Science Edition,2004,27(12):52-55.[傅剑平,吴雁江,皮天祥,等.工字形截面延性剪力墙肢抗震抗剪性能试验[J].重庆大学学报:自然科学版,2004,27(12):52-55.]
[12]Zhang Yunfeng,Wang Zhihao.Seismic behavior of rein-forced concrete shear walls subjected to high axial loading[J].ACI Structural Journal,2000,97(5):739-749.
[13]Zhao Xiang,Wang Sheliang,Liu Ruijie,et al.Study onseismic behavior of RC shear wall with frame column[J].Journal of Xi’an University of Architecture and Technology:Natural Science Edition,2004,36(3):275-279.[赵祥,王社良,刘瑞杰,等.带边框柱剪力墙模型抗震性能试验研究[J].西安建筑科技大学学报:自然科学版,2004,36(3):275-279.]
[14]Hiraishi H,Mochizuki S.Structural design equations andrecommendations for multi-story shear walls[C]//BalkemaA A.Proceedings of 10th WCEE.Rotterdam,Netherlands,1992.
[15]Perus I,Fajfar P,Grabec I.Prediction of the seismic capac-ity of RC structural walls by non-parametric multi-dimen-sional regression[J].Earthquake Engineering and StructuralDynamics,1994,23(10):1 139-1 155.
[16]Park Y J,Ang A H S.Mechanistic seismic damage modelfor reinforced concrete[J].Journal of Structural Engineer-ing,ASCE,1985,111(4):722-739.
[17]Zhang Chuan.Study on nonlinear earthquake-resistant be-havior and dynamic modeling methodology of RC frame-wallstructures[D].Chongqing:Chongqing Jianzhu University,1994.[张川.钢筋混凝土框架—抗震墙结构的抗震性能及模型化研究[D].重庆:重庆建筑大学,1994.]
[18]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.
[19]Vallenas J M,Bertero V V,Popov E P.Hysteretic behaviorof reinforced concrete structural walls[R].Report No EE-RC-79/120,University of California,Berkeley,1979.
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