考虑柱底纵筋滑移的纤维模型及框架地震反应分析
|
摘要
基于材料本构关系的纤维模型能有效模拟柱在变轴力与双向弯矩耦合作用下的非线性反应,但常规的纤维模型分析方法忽略了纵筋滑移。在纤维模型基础上,采取在非线性梁柱单元端部附加零长度截面单元的方法以模拟杆端纵筋滑移的影响。以钢筋混凝土柱为例,将弯曲转角、滑移引起的固端转角等模拟结果分别与柱在低周反复荷载作用下的试验数据进行对比,校准了该模型化方法。考察了6层钢筋混凝土平面框架的非线性地震反应,研究了底层柱根纵筋滑移对框架整体和局部反应的影响。结果表明,模拟分析的纵筋滑移规律与柱的试验结果相符较好。底层柱根纵筋滑移有增大框架整体非线性地震反应的趋势,并将改变底层柱非线性变形的组成方式,减小其柱端塑性铰区的非线性弯曲变形。
Fiber model that is based on the constitutive models of the materials can simulate the nonlinear responses of columns under biaxial bending and varying axial force effectively,but bar slippage is always neglected in the conventional fiber model analysis.Based on the fiber model,a zero-length section element was combined at the end of the nonlinear beam-column element,which was used to simulate the bar slippage at ends of the member.The simulated flexural rotation and fixed end rotation due to bar slippage of a reinforced concrete column were compared with the corresponding experimental results,respectively,and the ability of the proposed model to capture bond-slip effects was calibrated.By investigating the nonlinear seismic responses of a six storey RC planar frame,the effects of the bar slippage at column bottom section to the global and local responses of the frame were analyzed.The results show that experimental bar slippage at the column end is in a good agreement with the simulated results.The bar slippage at column bottom end at the first floor tends to increase global seismic response of the frame,change components of the nonlinear deformation at first floor column,and decrease nonlinear flexure deformation of the plastic hinge zone at column bottom ends.
Fiber model that is based on the constitutive models of the materials can simulate the nonlinear responses of columns under biaxial bending and varying axial force effectively,but bar slippage is always neglected in the conventional fiber model analysis.Based on the fiber model,a zero-length section element was combined at the end of the nonlinear beam-column element,which was used to simulate the bar slippage at ends of the member.The simulated flexural rotation and fixed end rotation due to bar slippage of a reinforced concrete column were compared with the corresponding experimental results,respectively,and the ability of the proposed model to capture bond-slip effects was calibrated.By investigating the nonlinear seismic responses of a six storey RC planar frame,the effects of the bar slippage at column bottom section to the global and local responses of the frame were analyzed.The results show that experimental bar slippage at the column end is in a good agreement with the simulated results.The bar slippage at column bottom end at the first floor tends to increase global seismic response of the frame,change components of the nonlinear deformation at first floor column,and decrease nonlinear flexure deformation of the plastic hinge zone at column bottom ends.
引文
[1]徐云扉,胡庆昌,陈玉峰,等.低周反复荷载下两跨三层钢筋混凝土框架受力性能的试验研究[J].建筑结构学报,1986,7(2):1-15.(XUE Yunfei,HUQingchang,CHEN Yufeng,et al.The experimentalstudy of the behavior of a two-bay three-storey RC frameunder cyclic loading[J].Journal of BuildingStructures,1986,7(2):1-15.(in Chinese))
[2]Panagiotakos T B,Fardis M N.Deformations ofreinforced concrete members at yielding and ultimate[J].ACI Structural Journal,2001,98(2):1827-1849.
[3]杨红,白绍良.考虑节点内纵筋粘结滑移的结构弹塑性地震反应[J].土木工程学报,2004,37(5):16-22.(Yang Hong,Bai Shaoliang.Elastoplasticearthquake response of structure considering slippagebetween longitudinal steel bar and concrete of beam innodes[J].China Civil Engineering Journal,2004,37(5):16-22.(in Chinese))
[4]Filippou F C,D’Ambrisi A,Issa A.Nonlinear staticand dynamic analysis of reinforced concretesubassemblages[R].EERC Report No.92/08.Berkeley,CA:University of California,1992.
[5]Zhao Jian,Sritharan S.Modeling of strain penetrationeffects in fiber-based analysis of reinforced concretestructures[J].ACI Structural Journal,2007,104(2):133-141.
[6]Spacone E,Filippou F C,Taucer F F.Fiber beam-column model for non-linear analysis of R/C frames:Part I.Formulation[J].Earthquake Engineering andStructural Dynamics,1996,25(7):711-725.
[7]秦从律,张爱晖.基于截面纤维模型的弹塑性时程分析方法[J].浙江大学学报:工学版,2005,39(7):1003-1008.(QIN Congl櫣,ZHANG Aihui.Nonlineartime history analysis based on section fiber model[J].Journal of Zhejiang University:Engineering Science,2005,39(7):1003-1008.(in Chinese))
[8]Mazzoni S,Mckenna F,Scott M H,et al.OpenSeesusers manual[R].Berkeley,CA:University ofCalifornia,2006.
[9]Mander J B,Priestley M J N,Park R.Theoreticalstress-strain model for confined concrete[J].Journal ofStructural Engineering,1984,114(8):1804-1826.
[10]Filippou F C.Effects of bond deterioration on seismicresponse of reinforced concrete frame[D].Berkeley,CA:University of California,1983.
[11]Ueda T,Lin I,Hawkins N.Beam bar anchorage inexterior column-beam connections[J].ACI StructuralJournal,1986,83(3):412-422.
[12]Lin I.Anchorage characteristics for reinforcing barssubjected to reversed cyclic loading[D].Seattle,WA:University of Washington,1981.
[13]Saatcioglu M,Ozcebe G.Response of reinforcedconcrete columns to simulated seismic loading[J].ACIStructural Journal,1989,86(6):3-12.
[14]朱伯龙,吴明舜,张琨联.在周期荷载作用下钢筋混凝土构件滞回曲线考虑裂面接触效应的研究[J].同济大学学报,1980,8(1):63-74.(ZHU Bolong,WUMingshun,ZHANG Kunlian.A study of hystereticcurve of reinforced concrete members under cyclicloading taking account of local contact effects of crackedsection[J].Journal of Tongji University,1980,8(1):63-74.(in Chinese))
[15]刘光明,杨红,邹胜斌,等.基于新规范的钢筋混凝土框架抗震性能评价[J].重庆建筑大学学报,2004,26(1):40-49.(LIU Guangming,YANG Hong,ZOUShengbin,et al.Seismic assessment of RC framestructure based on new design codes[J].Journal ofChongqing Jianzhu University,2004,26(1):40-49.(in Chinese))
[2]Panagiotakos T B,Fardis M N.Deformations ofreinforced concrete members at yielding and ultimate[J].ACI Structural Journal,2001,98(2):1827-1849.
[3]杨红,白绍良.考虑节点内纵筋粘结滑移的结构弹塑性地震反应[J].土木工程学报,2004,37(5):16-22.(Yang Hong,Bai Shaoliang.Elastoplasticearthquake response of structure considering slippagebetween longitudinal steel bar and concrete of beam innodes[J].China Civil Engineering Journal,2004,37(5):16-22.(in Chinese))
[4]Filippou F C,D’Ambrisi A,Issa A.Nonlinear staticand dynamic analysis of reinforced concretesubassemblages[R].EERC Report No.92/08.Berkeley,CA:University of California,1992.
[5]Zhao Jian,Sritharan S.Modeling of strain penetrationeffects in fiber-based analysis of reinforced concretestructures[J].ACI Structural Journal,2007,104(2):133-141.
[6]Spacone E,Filippou F C,Taucer F F.Fiber beam-column model for non-linear analysis of R/C frames:Part I.Formulation[J].Earthquake Engineering andStructural Dynamics,1996,25(7):711-725.
[7]秦从律,张爱晖.基于截面纤维模型的弹塑性时程分析方法[J].浙江大学学报:工学版,2005,39(7):1003-1008.(QIN Congl櫣,ZHANG Aihui.Nonlineartime history analysis based on section fiber model[J].Journal of Zhejiang University:Engineering Science,2005,39(7):1003-1008.(in Chinese))
[8]Mazzoni S,Mckenna F,Scott M H,et al.OpenSeesusers manual[R].Berkeley,CA:University ofCalifornia,2006.
[9]Mander J B,Priestley M J N,Park R.Theoreticalstress-strain model for confined concrete[J].Journal ofStructural Engineering,1984,114(8):1804-1826.
[10]Filippou F C.Effects of bond deterioration on seismicresponse of reinforced concrete frame[D].Berkeley,CA:University of California,1983.
[11]Ueda T,Lin I,Hawkins N.Beam bar anchorage inexterior column-beam connections[J].ACI StructuralJournal,1986,83(3):412-422.
[12]Lin I.Anchorage characteristics for reinforcing barssubjected to reversed cyclic loading[D].Seattle,WA:University of Washington,1981.
[13]Saatcioglu M,Ozcebe G.Response of reinforcedconcrete columns to simulated seismic loading[J].ACIStructural Journal,1989,86(6):3-12.
[14]朱伯龙,吴明舜,张琨联.在周期荷载作用下钢筋混凝土构件滞回曲线考虑裂面接触效应的研究[J].同济大学学报,1980,8(1):63-74.(ZHU Bolong,WUMingshun,ZHANG Kunlian.A study of hystereticcurve of reinforced concrete members under cyclicloading taking account of local contact effects of crackedsection[J].Journal of Tongji University,1980,8(1):63-74.(in Chinese))
[15]刘光明,杨红,邹胜斌,等.基于新规范的钢筋混凝土框架抗震性能评价[J].重庆建筑大学学报,2004,26(1):40-49.(LIU Guangming,YANG Hong,ZOUShengbin,et al.Seismic assessment of RC framestructure based on new design codes[J].Journal ofChongqing Jianzhu University,2004,26(1):40-49.(in Chinese))
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