钢筋混凝土剪力墙构件恢复力模型
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摘要
目的研究RC剪力墙构件并给出其基于试验结果的恢复力模型.方法在同济大学土木工程防灾国家重点实验室进行了15片变参数剪力墙构件的拟静力试验,分析了剪力墙构件骨架曲线和滞回规律的特点.提出了以屈服点、峰值点和极限点为特征点,包括负刚度段的三折线骨架曲线模型.结果从理论分析和试验数据得到影响特征点值的主要影响因素,给出了骨架曲线的计算方法.给出了滞回模型,再加载刚度Kl和卸载刚度Ku1、Ku2的计算方法及剪力墙构件恢复力模型的计算方法.结论利用已有剪力墙构件试验结果对笔者的计算方法进行了验证,结果符合较好.计算方法简单,便于工程应用.
In order to capture the essential features of RC shear wall resilience model,the pseudo-static test of 15 RC shear walls considering different parameters has been conducted in state key laboratory for disaster reduction in civil engineering.A tri-linear skeleton curve model including stiffness degradation is proposed and characterized by three points,which are yield point,peak point and limit point.Using analytical and experimental data,the parameters can be determined.After analysis,reloading stiffness and unloading stiffness were put forward.At last,the calculation methods for resilience models of RC shear walls were proposed.Comparison of analytical estimations with experimental measured response referred in other papers shows good results.And the resilience models proposed consider main influential factors and can be calculated simply and applied for practical purpose conveniently.
In order to capture the essential features of RC shear wall resilience model,the pseudo-static test of 15 RC shear walls considering different parameters has been conducted in state key laboratory for disaster reduction in civil engineering.A tri-linear skeleton curve model including stiffness degradation is proposed and characterized by three points,which are yield point,peak point and limit point.Using analytical and experimental data,the parameters can be determined.After analysis,reloading stiffness and unloading stiffness were put forward.At last,the calculation methods for resilience models of RC shear walls were proposed.Comparison of analytical estimations with experimental measured response referred in other papers shows good results.And the resilience models proposed consider main influential factors and can be calculated simply and applied for practical purpose conveniently.
引文
[1]韩建平,吕西林,李慧.基于性能的地震工程研究的新进展及对结构非线性分析的要求[J].地震工程与工程振动,2007,27(4):15-23.
[2]马宏旺,吕西林.建筑结构基于性能抗震设计的几个问题[J].同济大学学报,2002,30(12):1429-1434.
[3]张国军,吕西林,刘伯权.钢筋混凝土框架柱在轴压比超限时的抗震性能的研究[J].土木工程学报,2006,39(3):47-54.
[4]Lingo B,JoAnn B,Adolfo M.Drift-dependent con-finement requirements for reinforced concrete col-umns under cyclic loading[J].ACI Structural Jour-nal,2004,101(5):669-677.
[5]Adolfo B M,Mete A S.Drift limits of high-strengthconcrete columns subjected to load reversals[J].Journal of Structural Engineering,ASCE,2003,129(3):297-313.
[6]张国军,吕西林.高强混凝土框架柱的恢复力模型研究[J].工程力学,2007,24(3):83-90.
[7]蒋欢军,吕西林.用一种墙体单元模型分析剪力墙结构[J].地震工程与工程振动,1998,18(3):40-48.
[8]钱稼茹,徐福江.钢筋混凝土剪力墙基于位移的变形能力设计方法[J].清华大学学报:自然科学版,2007,47(3):1-4.
[9]Priestley M J N.Aspect of drift and ductility capacityof rectangular cantilever structural walls[J].Bulletinof New Zealand Society for Earthquake Engineering,1998,31(2):73-85.
[10]张国军,吕西林,刘伯权.轴压比超限时框架柱的恢复力模型研究[J].建筑结构学报,2006,27(1):90-98.
[11]过镇海,时旭东.钢筋混凝土原理和分析[M].北京:清华大学出版社,2006.
[12]蒋欢军,吕西林.沿竖向耗能剪力墙滞回特性的计算方法[J].同济大学学报,1999,27(6):633-637.
[13]Angelo D A,Filip C F.Modeling of cyclic shear be-havior in rc members[J].Journal of Structural Engi-neering,ASCE,1999,125(10):1143-1150.
[14]Youssef B,Pierino L.Analytical model for predic-ting nonlinear reversed cyclic behaviour of reinforcedconcrete structural walls[J].Engineering Structures,2007,29(7):1263-1276.
[15]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.
[16]周广强,周德源.钢筋混凝土剪力墙非线性有限元分析[J].结构工程师,2004(S):72-77.
[17]Gan C,Lu X,Wang W.Experimental study on thesteel plane reinforced concrete shear walls[C]//Proc.of2nd International Conference on Advancesin Experimental Structural Engineering.Shanghai:Tongji University,2007.
[2]马宏旺,吕西林.建筑结构基于性能抗震设计的几个问题[J].同济大学学报,2002,30(12):1429-1434.
[3]张国军,吕西林,刘伯权.钢筋混凝土框架柱在轴压比超限时的抗震性能的研究[J].土木工程学报,2006,39(3):47-54.
[4]Lingo B,JoAnn B,Adolfo M.Drift-dependent con-finement requirements for reinforced concrete col-umns under cyclic loading[J].ACI Structural Jour-nal,2004,101(5):669-677.
[5]Adolfo B M,Mete A S.Drift limits of high-strengthconcrete columns subjected to load reversals[J].Journal of Structural Engineering,ASCE,2003,129(3):297-313.
[6]张国军,吕西林.高强混凝土框架柱的恢复力模型研究[J].工程力学,2007,24(3):83-90.
[7]蒋欢军,吕西林.用一种墙体单元模型分析剪力墙结构[J].地震工程与工程振动,1998,18(3):40-48.
[8]钱稼茹,徐福江.钢筋混凝土剪力墙基于位移的变形能力设计方法[J].清华大学学报:自然科学版,2007,47(3):1-4.
[9]Priestley M J N.Aspect of drift and ductility capacityof rectangular cantilever structural walls[J].Bulletinof New Zealand Society for Earthquake Engineering,1998,31(2):73-85.
[10]张国军,吕西林,刘伯权.轴压比超限时框架柱的恢复力模型研究[J].建筑结构学报,2006,27(1):90-98.
[11]过镇海,时旭东.钢筋混凝土原理和分析[M].北京:清华大学出版社,2006.
[12]蒋欢军,吕西林.沿竖向耗能剪力墙滞回特性的计算方法[J].同济大学学报,1999,27(6):633-637.
[13]Angelo D A,Filip C F.Modeling of cyclic shear be-havior in rc members[J].Journal of Structural Engi-neering,ASCE,1999,125(10):1143-1150.
[14]Youssef B,Pierino L.Analytical model for predic-ting nonlinear reversed cyclic behaviour of reinforcedconcrete structural walls[J].Engineering Structures,2007,29(7):1263-1276.
[15]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.
[16]周广强,周德源.钢筋混凝土剪力墙非线性有限元分析[J].结构工程师,2004(S):72-77.
[17]Gan C,Lu X,Wang W.Experimental study on thesteel plane reinforced concrete shear walls[C]//Proc.of2nd International Conference on Advancesin Experimental Structural Engineering.Shanghai:Tongji University,2007.
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