混凝土框架-摇摆墙体系抗震性能研究
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摘要
框架-摇摆墙为新型受控摇摆体系,可通过墙体有限转动控制结构的侧向变形模式,并使其结构损伤依照预期既定的模式发生与发展,防止局部屈服破坏机制的发生。本文以一个按现行规范设计的10层混凝土框架为例,在其纵向布置4面摇摆墙体,并对其与框架及相同尺寸的框架-剪力墙体系进行静力弹塑性及动力时程分析,以此考察此体系的抗震性能。分析结果表明:框架-摇摆墙较其他两体系可承受较高的地震作用,其主体框架剪力分配与框架体系基本一致,墙体剪力按楼层均匀分配且较小,设计时应予以考虑;在框架体系附加摇摆墙后,其一阶周期变化较小,且由于摇摆墙体的有限转动,主体框架侧向变形受到有效控制,层间变形基本一致,损伤更均匀;框架-摇摆墙体系损伤主要由框架梁承担,耗能分配较为均匀,可改善框架及框架-剪力墙体系局部能量集中现象,易于实现"强柱弱梁"及整体破坏机制,抗震性能更优良。
Frame rocking wall structure is a new controlled rocking system,controlling the lateral deformation mode of the structure through the walls' limited turns,making the structure's damage occured and developed in accordance with the established prospect models,preventing the occurrence of partial yield failure mechanism.A ten-story concrete frame with four rocking walls in accordance with the conventional design norm is taken as an example to study the seismic property of the system by using pushover analysis and time history method in comparison of the frame and the frame shear wall system with same size.Results show that the frame rocking wall structure can bear higher earthquake effect compared with the other two systems,distribution of frame force is the same as frame system,and the force of the wall is both uniformer and smaller,these should be taken into account on design;after adding rocking walls in frame system,the first-order period has less changes,due to the limited turns of rocking walls,the lateral deformation of system is controlled effectively,deformations and damage between stories are almost the same and more uniform;the damages of frame rocking wall mainly depend on beams,improving the energy concentration of the two other systems,and it is easy to realize "strong column and weak beam" overall failure mechanism,having better seismic property.
Frame rocking wall structure is a new controlled rocking system,controlling the lateral deformation mode of the structure through the walls' limited turns,making the structure's damage occured and developed in accordance with the established prospect models,preventing the occurrence of partial yield failure mechanism.A ten-story concrete frame with four rocking walls in accordance with the conventional design norm is taken as an example to study the seismic property of the system by using pushover analysis and time history method in comparison of the frame and the frame shear wall system with same size.Results show that the frame rocking wall structure can bear higher earthquake effect compared with the other two systems,distribution of frame force is the same as frame system,and the force of the wall is both uniformer and smaller,these should be taken into account on design;after adding rocking walls in frame system,the first-order period has less changes,due to the limited turns of rocking walls,the lateral deformation of system is controlled effectively,deformations and damage between stories are almost the same and more uniform;the damages of frame rocking wall mainly depend on beams,improving the energy concentration of the two other systems,and it is easy to realize "strong column and weak beam" overall failure mechanism,having better seismic property.
引文
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[4]Stevenson M,Panian L,Korolyk M,et al.Post-tensioned Concrete Walls and Frames for Seismic-resistance-a Case Study of the David Brower Center[A].SEAOC.SEAOC 2008 Convention Proceedings[C],Berkeley:SEAOC,2008:1～8
[5]Marriott D,Pampanin S,Bull D,et al.DynamicTesting of Precast,Post-tensioned Rocking Wall Systemswith Alternative Dissipating Solutions[J].Bulletin ofthe New Zealand Society for Earthquake Engineering,2008,41(2):90～103
[6]Tatsuya Azuhata,Mitsumasa Midorikawa,TadashiIshihara,Akira Wada.Shaking Table Tests on SeismicResponse Reduction Effects of Rocking BuildingStructural Systems
[7]Wada A,Qu Z,Ito H,et al.Seismic Retrofit usingRocking Walls and Steel Dampers[A].ATC&SEIConference on Improving the Seismic Perfermance ofExisting Buildings and Other Structures[C],SanFrancisco,US:ASCE,2009:1010～1021
[8]Wada A,Uchiyama Y,Motoyui S,et al.SeismicRetrofit of Existing RC Building with Rocking Wall:Part1:Retrofit Plan and Steel Damper Experiment[A].Summaries of Technical Papers of Annual Meeting[C],Tokyo:Architectural Institute of Japan,2010,C-2:623～624
[9]裴星洙,王维,王星星.基于能量原理的隔震结构地震响应预测法研究[J].工程力学,2011,28(7):65～72Pei Xing-zhu,Wang Wei,Wang Xing-xing,EarthquakeResponse Prediction of Isolated Structures Based onEnergy Principle[J].Engineering Mechanics,2011,28(7):62～75(in Chinese)
[2]Ajrab J J,Pekcan G,Mander J B.Rocking Wall-frameStructures with Supplemental Tendon Systems[J].Journal of Structural Engineering,2004,130(6):895～903
[3]Panian L,Steyer M,Tipping S.Post-tensioned ConcreteWalls for Seismic Resistance-an Innovative Approach toEarthquake Safety and Concrete Constrution in Buildings[J].Journal of the Post-tensioning Institute,2007,5(1):7～16
[4]Stevenson M,Panian L,Korolyk M,et al.Post-tensioned Concrete Walls and Frames for Seismic-resistance-a Case Study of the David Brower Center[A].SEAOC.SEAOC 2008 Convention Proceedings[C],Berkeley:SEAOC,2008:1～8
[5]Marriott D,Pampanin S,Bull D,et al.DynamicTesting of Precast,Post-tensioned Rocking Wall Systemswith Alternative Dissipating Solutions[J].Bulletin ofthe New Zealand Society for Earthquake Engineering,2008,41(2):90～103
[6]Tatsuya Azuhata,Mitsumasa Midorikawa,TadashiIshihara,Akira Wada.Shaking Table Tests on SeismicResponse Reduction Effects of Rocking BuildingStructural Systems
[7]Wada A,Qu Z,Ito H,et al.Seismic Retrofit usingRocking Walls and Steel Dampers[A].ATC&SEIConference on Improving the Seismic Perfermance ofExisting Buildings and Other Structures[C],SanFrancisco,US:ASCE,2009:1010～1021
[8]Wada A,Uchiyama Y,Motoyui S,et al.SeismicRetrofit of Existing RC Building with Rocking Wall:Part1:Retrofit Plan and Steel Damper Experiment[A].Summaries of Technical Papers of Annual Meeting[C],Tokyo:Architectural Institute of Japan,2010,C-2:623～624
[9]裴星洙,王维,王星星.基于能量原理的隔震结构地震响应预测法研究[J].工程力学,2011,28(7):65～72Pei Xing-zhu,Wang Wei,Wang Xing-xing,EarthquakeResponse Prediction of Isolated Structures Based onEnergy Principle[J].Engineering Mechanics,2011,28(7):62～75(in Chinese)
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