钢筋混凝土剪力墙构件双参数地震损伤模型研究
|
摘要
为了研究剪力墙的地震损伤,在分析现有结构地震损伤模型的基础上,基于理想弹塑性结构的恢复力模型,提出一种改进的双参数地震损伤模型。依据实验数据,采用该模型对钢筋混凝土剪力墙结构在低周反复荷载作用下的变形与累积滞回耗能进行分析,确定模型参数。对剪力墙结构损伤中最大变形引起的损伤和累积滞回耗能引起的损伤进行了比较,结果表明最大变形引起的损伤在结构损伤中所占比例较大,但累积滞回耗能引起的损伤不能忽略。
In order to study the seismic damage of reinforced concrete shear walls,based on the analysis of the current seismic damage models,a modified model with double variables is presented by using an ideal elastoplastic restoring force model of structural members.Based on the test data,deformation and cumulative hysteretic dissipation energy are analyzed for reinforced concrete shear walls under low-cyclic loading test,the parameters in the modified model are determined.The comparison between the damage value due to the maximum deformation and that due to the cumulative hysteretic dissipation energy show that the damage value due to the maximum deformation is larger than that due to dissipation energy,however,the damage caused by the cumulative hysteretic dissipation energy can not be neglected.
In order to study the seismic damage of reinforced concrete shear walls,based on the analysis of the current seismic damage models,a modified model with double variables is presented by using an ideal elastoplastic restoring force model of structural members.Based on the test data,deformation and cumulative hysteretic dissipation energy are analyzed for reinforced concrete shear walls under low-cyclic loading test,the parameters in the modified model are determined.The comparison between the damage value due to the maximum deformation and that due to the cumulative hysteretic dissipation energy show that the damage value due to the maximum deformation is larger than that due to dissipation energy,however,the damage caused by the cumulative hysteretic dissipation energy can not be neglected.
引文
[1]司林军,李国强,孙飞飞.钢筋混凝土剪力墙二元件模型的有效性研究[J].结构工程师,2008,24(4):19-24.Si L J,Li G Q,Shun F F.Study on Validity of TwoSpring Model for Reinforced Concrete Shear Walls[J].Structural Engineers,2008,24(4):19-24.(inChinese)
[2]牛荻涛,任利杰.改进的钢筋混凝土双参数地震破坏模型[J].地震工程与工程振动,1996,16(4):44-54.Niu D T,Ren L J.A Modified Seismic Damage ModelWith Double Variables for Reinforced Concrete Structure[J].Earthquake Engineering and Engineering Vibration,1996,16(4):44-54.(in Chinese)
[3]Yong J Park,Alfredo H S Ang.Mechanistic SeismicDamage Model for Reinforced Concrete[J].Journal ofStructural Engineering,1985,111(4):722-739.
[4]郑建波.钢筋混凝土框架结构基于位移的抗震性能指标研究[D].上海:同济大学,2009.Zhen J B.Research on Displacement-based SeismicPerformance Index of Reinforced Concrete Frames[D].Shanghai:Tongji University,2009.(in Chinese)
[5]吕文,钱稼茹,方鄂华.钢筋混凝土剪力墙延性的试验和计算[J].清华大学学报,1999,39(4):88-91.Lu W,Qian J R,Fang E H.Experiment andComputational Studies on Ductility of ReinforcedConcrete Shear Walls[J].Journal of Tsinghua University(Science and Technology),1999,39(4):88-91.(inChinese)
[6]张松,吕西林,章红梅.钢筋混凝土剪力墙构件极限位移的计算方法及试验研究[J].土木工程学报,2009,42(4):10-16.Zhang S,Lu X L,Zhang H M.Experimental andAnaiytical Studies on the Ultimate Displacement of RCShear Walls[J].China Civil Engineering Journal,2009,42(4):10-16.(in Chinese)
[7]张永鑫.高层剪力墙结构基于位移的抗震性能等级研究[D].上海:同济大学,2010.Zhang Y X.Study on Displacement-based SeismicPerformance Levels of High-rise Reinforced ConcreteShear Wall Structures[D].Shanghai:Tongji University,2010.(in Chinese)
[8]章红梅,吕西林,杨雪平,等.边缘构件配箍对钢筋混凝土剪力墙抗震性能的影响[J].结构工程师,2008,24(5):100-104.Zhang HM,Lu X L,Yang X P,et al.Influence ofBoundary Stirrup on Seismic Behavior of ReinforcedConcrete Shear Walls[J].Structural Engineers,2008,24(5):100-104.(in Chinese)
[9]章红梅.剪力墙结构基于性态的抗震设计方法研究[D].上海:同济大学,2007.Zhang HM.Study on the Performance-based SeismicDesign Method for Shear Wall Structures[D].Shanghai:Tongji University,2007.(in Chinese)
[10]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,2003.Guo Z H,Shi X D.Reinforced Concrete Theory andAnalyse[M].Beijing:Tsinghua University Press,2003.(in Chinese)
[2]牛荻涛,任利杰.改进的钢筋混凝土双参数地震破坏模型[J].地震工程与工程振动,1996,16(4):44-54.Niu D T,Ren L J.A Modified Seismic Damage ModelWith Double Variables for Reinforced Concrete Structure[J].Earthquake Engineering and Engineering Vibration,1996,16(4):44-54.(in Chinese)
[3]Yong J Park,Alfredo H S Ang.Mechanistic SeismicDamage Model for Reinforced Concrete[J].Journal ofStructural Engineering,1985,111(4):722-739.
[4]郑建波.钢筋混凝土框架结构基于位移的抗震性能指标研究[D].上海:同济大学,2009.Zhen J B.Research on Displacement-based SeismicPerformance Index of Reinforced Concrete Frames[D].Shanghai:Tongji University,2009.(in Chinese)
[5]吕文,钱稼茹,方鄂华.钢筋混凝土剪力墙延性的试验和计算[J].清华大学学报,1999,39(4):88-91.Lu W,Qian J R,Fang E H.Experiment andComputational Studies on Ductility of ReinforcedConcrete Shear Walls[J].Journal of Tsinghua University(Science and Technology),1999,39(4):88-91.(inChinese)
[6]张松,吕西林,章红梅.钢筋混凝土剪力墙构件极限位移的计算方法及试验研究[J].土木工程学报,2009,42(4):10-16.Zhang S,Lu X L,Zhang H M.Experimental andAnaiytical Studies on the Ultimate Displacement of RCShear Walls[J].China Civil Engineering Journal,2009,42(4):10-16.(in Chinese)
[7]张永鑫.高层剪力墙结构基于位移的抗震性能等级研究[D].上海:同济大学,2010.Zhang Y X.Study on Displacement-based SeismicPerformance Levels of High-rise Reinforced ConcreteShear Wall Structures[D].Shanghai:Tongji University,2010.(in Chinese)
[8]章红梅,吕西林,杨雪平,等.边缘构件配箍对钢筋混凝土剪力墙抗震性能的影响[J].结构工程师,2008,24(5):100-104.Zhang HM,Lu X L,Yang X P,et al.Influence ofBoundary Stirrup on Seismic Behavior of ReinforcedConcrete Shear Walls[J].Structural Engineers,2008,24(5):100-104.(in Chinese)
[9]章红梅.剪力墙结构基于性态的抗震设计方法研究[D].上海:同济大学,2007.Zhang HM.Study on the Performance-based SeismicDesign Method for Shear Wall Structures[D].Shanghai:Tongji University,2007.(in Chinese)
[10]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,2003.Guo Z H,Shi X D.Reinforced Concrete Theory andAnalyse[M].Beijing:Tsinghua University Press,2003.(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