考虑剪切作用的钢筋混凝土柱地震反应分析
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摘要
通过6根钢筋混凝土短柱的低周反复加载试验研究,分离了柱剪切反应和受弯反应。分析结果表明:剪切破坏柱的剪切刚度随剪切裂缝的开展逐渐减小,达到最大剪力时剪切反应骨架曲线进入下降段,剪切滞回曲线具有捏拢效应及刚度退化等特征。达到最大剪力前,柱剪切反应、受弯反应同步发展;达到最大剪力后,对于剪切破坏柱,受弯反应不再发展,剪切反应不断增加,对于受弯破坏柱,两种反应发展趋势相反。对于初始受剪能力小于受弯能力的柱,在剪力达到初始受剪能力时进入剪切破坏阶段;对于初始受剪能力大于受弯能力的柱,塑性铰区的受剪能力会随着弯曲变形的增大而逐渐降低,当受剪能力降至受弯能力以下时进入剪切破坏阶段。在多弹簧模型中引入反映柱平面受剪作用的剪切弹簧,将柱受力机制视为受弯机制与受剪机制的串联,提出了考虑剪切作用的钢筋混凝土柱地震反应分析方法。理论计算结果和试验结果比较表明:考虑剪切作用的多弹簧模型能较好地反映剪切破坏柱的受力性能;未考虑剪切的多弹簧模型会高估剪切破坏柱的延性、耗能能力及抗侧能力,结果偏于不安全。
Cyclic loading tests of 6 short columns were conducted.The shearing and bending responses were separated.Analysis results indicated that the shear stiffness of a shear critical column degraded rapidly following the development of shear cracking.The skeleton curve of the shearing response entered the descending branch as the peak shear force was reached.The shear hysteresis shows the characteristics of pinching effect and stiffness degradation.Before the peak shear force is reached,the bending response and the shearing response occur simultaneously.After the peak shear force,if the shear failure is detected,the bending response will not further develop while the shearing response will increase rapidly,and the vice versa for the two responses if the flexural failure occurs.For columns with lower shear strength than the flexural strength,shear failure will be detected as the shear force reached the initial shear strength.For columns with higher shear strength than the flexural strength,the shear strength of the column at plastic hinge zone will decrease with the development of bending deformation and the shear failure will be detected as the shear strength degrades to the value lower than the flexural bearing capacity.A shear spring representing the in-plane shear action was then introduced into the multi-spring model for the seismic analysis of reinforced concrete columns.The load-carrying mechanism of a column was decomposed into bending mechanism and shearing mechanism which were connected in series.Comparing the calculated results with the test results,it was found that the modified multi-spring model provided a good estimation of the seismic behavior of shear-critical columns under earthquakes.The multi-spring model ignoring the shear action overestimates the ductility,energy dissipation and shear strength of the shear critical columns and leads to unsafe evaluation results.
Cyclic loading tests of 6 short columns were conducted.The shearing and bending responses were separated.Analysis results indicated that the shear stiffness of a shear critical column degraded rapidly following the development of shear cracking.The skeleton curve of the shearing response entered the descending branch as the peak shear force was reached.The shear hysteresis shows the characteristics of pinching effect and stiffness degradation.Before the peak shear force is reached,the bending response and the shearing response occur simultaneously.After the peak shear force,if the shear failure is detected,the bending response will not further develop while the shearing response will increase rapidly,and the vice versa for the two responses if the flexural failure occurs.For columns with lower shear strength than the flexural strength,shear failure will be detected as the shear force reached the initial shear strength.For columns with higher shear strength than the flexural strength,the shear strength of the column at plastic hinge zone will decrease with the development of bending deformation and the shear failure will be detected as the shear strength degrades to the value lower than the flexural bearing capacity.A shear spring representing the in-plane shear action was then introduced into the multi-spring model for the seismic analysis of reinforced concrete columns.The load-carrying mechanism of a column was decomposed into bending mechanism and shearing mechanism which were connected in series.Comparing the calculated results with the test results,it was found that the modified multi-spring model provided a good estimation of the seismic behavior of shear-critical columns under earthquakes.The multi-spring model ignoring the shear action overestimates the ductility,energy dissipation and shear strength of the shear critical columns and leads to unsafe evaluation results.
引文
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[16]顾祥林,黄庆华,吴周偲.钢筋混凝土柱考虑损伤累积的反复荷载-位移关系分析[J].地震工程与工程振动,2006,26(4):68-74.(Gu Xianglin,HuangQinghua,Wu Zhoucai.Analysis of load-displacementrelationship for RC columns under reversed loadconsidering accumulative damage[J].EarthquakeEngineering and Engineering Vibration,2006,26(4):68-74.(in Chinese))
[17]顾祥林,蔡茂,林峰.地震作用下钢筋混凝土柱受力性能研究[J].工程力学,2010,27(11):160-165,190.(Gu Xianglin,Cai Mao,Lin Feng.Study onbehavior of RC columns subjected to earthquake[J].Engineering Mechanics,2010,27(11):160-165,190.(in Chinesse))
[18]Sezen H.Seismic behavior and modeling of reinforcedconcrete building columns[D].Berkeley,California:University of California,Berkeley,2000:48-265.
[19]Patwardhan C.Strength and deformation modeling ofreinforced concrete columns[D].Ohio,Columbus:Ohio State University,2005:62-125.
[20]ASCE-ACI Joint Task Committee 426.Shear strength ofreinforced concrete members[J].Journal of StructuralEngineering,1973,99(6):1091-1187.
[2]伍永飞,周德源.纤维模型在平面框架非线性静力分析中的应用[J].东南大学学报,2005,35(增刊1):129-132.(Wu Yongfei,Zhou Deyuan.Application of fiber model in static nonlinear analysisfor planar frame[J].Journal of Southeast University,2005,35(Suppl.1):129-132.(in Chinese))
[3]Vecchio F J,Collins M P.The modified compression-field theory for reinforced concrete elements subjected toshear[J].ACI Structural Journal,1986,83(2):219-231.
[4]Hsu T T C,Zhu R R H.Softened membrane model forreinforced concrete elements in shear[J].ACIStructural Journal,2002,99(4):460-469.
[5]Petrangeli M,Pinto P E,Ciampi V.Fiber element forcyclic benging and shear of RC structures I:theory[J].Journal of Engineering Mechanics,1999,125(9):994-1001.
[6]Orakcal K,Massone L M,Wallace J W.Analyticmodeling of reinforced concrete walls for predictingflexural and coupled shear-flexrual responses[R].EERC-06/07.Los Angeles:University of California.Department of Civil and Environmental Engineering,2006.
[7]Colotti V.Shear behavior of RC structural walls[J].Journal of Structural Engineering,1992,119(3):728-746.
[8]Mostafaei H.Axial-shear-flexure interation approach fordisplacement-based evaluation of reinforced concreteelements[D].Tokyo:University of Tokyo,2006:65-80.
[9]Ozcebe G,Saatcioglu M.Hysteretic shear model forreinforced concrete members[J].Journal of StructuralEngineering,1989,115(1):132-148.
[10]Elwood K J.Shake table tests and analytical studies onthe gravity load collapse of reinforced concrete frames[D].Berkeley,California:University of California,Berkeley.Department of Civil and EnvironmentalEngineering,2002:15-100.
[11]Chowdhury T.Hysteretic modeling of shear-criticalreinforced concrete columns[D].Ohio,Columbus:Ohio State University,2007:82-152.
[12]Zhang J,Xu S.Seismic response simulations of bridgesconsidering shear-flexural interaction of columns[J].Structural Engineering and Mechanics,2009,31(5):545-565.
[13]Lai S S,Will G T,Otani S.Model for inelastic biaxialbending of concrete members[J].Journal of structuralEngineering,1984,110(11):2563-2584.
[14]Li K N.Anaysis model for 3D RC columns coupled withshear nonlinearity[C]//Proceeding of 9th JapanEarthquake Engineering Symposium.Tokyo:Architectural Institute of Japan,1994,3:127-132.
[15]Li K N,Kubo T.Analytical study on RC flexuralmember bending-shear interaction[C]//Summaries ofTechnical Papers of Annual Meeting ArchitecturalInstitute of Japan.C-2,Structure 4.Tokyo:Architectural Institute of Japan,2000:3-4.
[16]顾祥林,黄庆华,吴周偲.钢筋混凝土柱考虑损伤累积的反复荷载-位移关系分析[J].地震工程与工程振动,2006,26(4):68-74.(Gu Xianglin,HuangQinghua,Wu Zhoucai.Analysis of load-displacementrelationship for RC columns under reversed loadconsidering accumulative damage[J].EarthquakeEngineering and Engineering Vibration,2006,26(4):68-74.(in Chinese))
[17]顾祥林,蔡茂,林峰.地震作用下钢筋混凝土柱受力性能研究[J].工程力学,2010,27(11):160-165,190.(Gu Xianglin,Cai Mao,Lin Feng.Study onbehavior of RC columns subjected to earthquake[J].Engineering Mechanics,2010,27(11):160-165,190.(in Chinesse))
[18]Sezen H.Seismic behavior and modeling of reinforcedconcrete building columns[D].Berkeley,California:University of California,Berkeley,2000:48-265.
[19]Patwardhan C.Strength and deformation modeling ofreinforced concrete columns[D].Ohio,Columbus:Ohio State University,2005:62-125.
[20]ASCE-ACI Joint Task Committee 426.Shear strength ofreinforced concrete members[J].Journal of StructuralEngineering,1973,99(6):1091-1187.
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