高层钢-混凝土混合结构拟动力试验研究
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摘要
进行了一个15层钢-混凝土混合结构1/10缩尺模型的两自由度单向加载拟动力试验研究,得到了7种不同加载工况下结构的顶层位移时程、楼层最大位移及层间位移角响应,并与有限元理论分析结果进行了比较,两者吻合较好。试验结果表明:在7度地震作用下,结构无明显破坏特征;在8度、9度罕遇地震作用下,连梁开裂,楼板及底层筒体出现裂缝,但钢框架未发生屈服,结构仍具有较大承载力;在地震波峰值加速度达到1.0g、1.6g地震作用下,连梁开裂严重,出现交叉斜裂缝,呈剪切型破坏,筒体底部出现水平通缝,部分底层钢柱屈服,但结构并未完全破坏,仍具有一定的承载能力。因此,只要设计合理,钢-混凝土混合结构具有良好的抗震性能,能实现"小震不坏、中震可修、大震不倒"的设计目标。
A pseudo-dynamic test research of uniaxial loading for a 1/10 scale 15-storey steel-concrete hybrid structure was completed.The steel-concrete hybrid structure modal was equivalent as two degree of freedom system,which was executed a pseudo-dynamic testing with 7 cases earthquake acceleration wave.The displacement time history of top floor,the maximal floor displacement and inter-story displacement angle of the model structure were obtained.By comparing with the finite element analysis results,it was found that the test results were in good agreement with the calculation results.The test results indicate that the hybrid structure has no obvious failure characteristics under 7-degree basic intensity and 7-degree of rare earthquake.Cracks appears on the coupling beams,the floor slAbs and the bottom layer of the core tube under the rare earthquake of magnitude of 8-degree and 9-degree,but the steel frame is in unyielding status and the structure has good bearing capacity.At the peak acceleration of 1.0g and 1.6g of earthquake inputs,cross inclined crack appears on the coupling beams and they are badly cracked in the type of shear failure.Horizontal crack develops across the bottom surface of the core tube and some of the steel columns yield,while the steel-concrete hybrid structure still has some bearing capacity.Therefore,it can be concluded that with reasonable design,the steel-concrete hybrid structure can have good seismic performance under earthquake actions and can satisfy the requirements of "three-level performance objectivity".
A pseudo-dynamic test research of uniaxial loading for a 1/10 scale 15-storey steel-concrete hybrid structure was completed.The steel-concrete hybrid structure modal was equivalent as two degree of freedom system,which was executed a pseudo-dynamic testing with 7 cases earthquake acceleration wave.The displacement time history of top floor,the maximal floor displacement and inter-story displacement angle of the model structure were obtained.By comparing with the finite element analysis results,it was found that the test results were in good agreement with the calculation results.The test results indicate that the hybrid structure has no obvious failure characteristics under 7-degree basic intensity and 7-degree of rare earthquake.Cracks appears on the coupling beams,the floor slAbs and the bottom layer of the core tube under the rare earthquake of magnitude of 8-degree and 9-degree,but the steel frame is in unyielding status and the structure has good bearing capacity.At the peak acceleration of 1.0g and 1.6g of earthquake inputs,cross inclined crack appears on the coupling beams and they are badly cracked in the type of shear failure.Horizontal crack develops across the bottom surface of the core tube and some of the steel columns yield,while the steel-concrete hybrid structure still has some bearing capacity.Therefore,it can be concluded that with reasonable design,the steel-concrete hybrid structure can have good seismic performance under earthquake actions and can satisfy the requirements of "three-level performance objectivity".
引文
[1]龚炳年,郝锐坤,赵宁.钢-混凝土混合结构模型动力特性的实验研究[J].建筑结构学报,1995,16(3):37-43.(GONG Bingnian,HAO Ruikun,ZHAO Ning.Experimental investigations of the dynamiccharacteristics of a 23-storey steel-RC mixied structuremodel[J].Journal of Building Structures,1995,16(3):37-43.(in Chinese))
[2]龚炳年,郝锐坤,赵宁.钢-混凝土混合结构模型试验研究[J].建筑科学,1994,10(1):10-14.(GongBingnian,Hao Ruikun,Zhao Ning.Experimentalinvestigations of a 23-storey steel-RC combinedstructure model[J].Building Science,1994,10(1):10-14.(in Chinese))
[3]李国强,周向明,丁翔.高层建筑钢-混凝土混合结构模型模拟地震振动台试验研究[J].建筑结构学报,2001,22(2):2-7.(LI Guoqiang,ZHOU Xiangming,DING Xiang.Shaking table study on a model of steel-concrete hybrid structure tall buildings[J].Journal ofBuilding Structures,2001,22(2):2-7.(in Chinese))
[4]吕西林,邹昀,卢文胜,等.上海环球金融中心大厦结构模型振动台抗震试验[J].地震工程与工程振动,2004,24(3):57-63.(LU Xilin,ZOU Yun,LUWensheng,et al.Experimental study on ShanghaiWorld Financial Center[J].Earthquake Engineeringand Engineering Vibration,2004,24(3):57-63.(inChinese))
[5]朱杰江,吕西林,邹昀,等.上海环球金融中心模型结构振动台试验与理论分析对比研究[J].土木工程学报,2005,38(10):18-26.(ZHU Jiejiang,LU Xilin,ZOU Yun,et al.Shaking table test and theoreticalanalysis for Shanghai World Financial Center scalemodel[J].China Civil Engineering Journal,2005,28(3):57-63.(in Chinese))
[6]龚治国,吕西林,卢文胜,等.混合结构体系高层建筑模拟地震振动台试验研究[J].地震工程与工程振动,2004,24(4):99-105.(GONG Zhiguo,LU Xilin,LU Wensheng,et al.Shaking table model test of ahybrid high-rise building structure[J].EarthquakeEngineering and Engineering Vibration,2004,24(4):99-105.(in Chinese))
[7]李检保,吕西林,卢文胜,等.北京LG大厦单塔结构整体模型模拟地震振动台试验研究[J].建筑结构学报,2006,27(2):10-15.(LI Jianbao,LU Xilin,LU Wensheng,et al.Shaking table model test ofBeijing LG Building[J].Journal of BuildingStructures,2006,27(2):10-15.(in Chinese))
[8]吕西林,李俊兰.钢筋混凝土核心筒体抗震性能试验研究[J].地震工程与工程振动,2002,22(3):42-50.(LU Xilin,LI Junlan.Seismic behavior of reinforcedconcrete core walls subjected to cyclic loading[J].Earthquake Engineering and Engineering Vibration,2002,22(3):42-50.(in Chinese))
[9]梁博.钢框架-混凝土筒体混合结构抗震性能振动台试验研究[D].西安:西安建筑科技大学,2005.(Liang Bo.Shaking table test of 1/10 scale model of a12-storey steel-RC hybrid wall system[D].Xi an:Xi anUniversity of Architecture&Technology,2005.(inChinese))
[10]陆华纲.超高层筒体结构模型地震模拟振动台试验研究[D].大连:大连理工大学,2002.(Lu Huagang.Study of shaking table tests on the model of superhightube structures[D].Dalian:Dalian University ofTechnology,2002.(in Chinese))
[11]Franklin Y Cheng.Inelastic analysis of 3-D mixed steeland reinforced concrete seismic building systems[J].Computers&Structures,1981,13(1-3):189-196.
[12]Shahrooz B M,Gong B N,Tunc G,Deason J T.Anoverview of reinforced concrete core wall-steel framehybrid structures[J].Progress in StructuralEngineering and Materials,2001,3(2):149-158.
[13]JGJ 3—2002高层建筑混凝土结构技术规程[S].(JGJ 3—2002 Technical specification for concretestructures of tall building[S].(in Chinese))
[14]JGJ 99—98高层民用建筑钢结构技术规程[S].(JGJ 99—98 Technical specification for steelstructure of tall building[S].(in Chinese))
[15]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[16]庄茁,张帆,岑松.ABAQUS非线性有限元分析与实例[M].北京:科学出版社,2005.(Zhuang Zhuo,Zhang Fan,Cen Song.Nonlinear finite element analysisand examples of ABAQUS[M].Beijing:SciencePress,2005.(in Chinese))
[17]Hibbitt Karlsson,Sorensen.ABAQUS analysis user′smanual[M].USA:ABAQUS INC.,2005.
[18]陆铁坚,许军.高层钢框架-钢筋混凝土核心筒混合结构破坏过程的数值模型[J].建筑科学与工程学报,2008,25(1):32-37.(Lu Tiejian,Xu Jun.Numerical simulation of failure process of highrise steelframe-RC core wall hybrid structure[J].Journal ofArchitecture and Civil Engineering,2008,25(1):32-37.(in Chinese))
[2]龚炳年,郝锐坤,赵宁.钢-混凝土混合结构模型试验研究[J].建筑科学,1994,10(1):10-14.(GongBingnian,Hao Ruikun,Zhao Ning.Experimentalinvestigations of a 23-storey steel-RC combinedstructure model[J].Building Science,1994,10(1):10-14.(in Chinese))
[3]李国强,周向明,丁翔.高层建筑钢-混凝土混合结构模型模拟地震振动台试验研究[J].建筑结构学报,2001,22(2):2-7.(LI Guoqiang,ZHOU Xiangming,DING Xiang.Shaking table study on a model of steel-concrete hybrid structure tall buildings[J].Journal ofBuilding Structures,2001,22(2):2-7.(in Chinese))
[4]吕西林,邹昀,卢文胜,等.上海环球金融中心大厦结构模型振动台抗震试验[J].地震工程与工程振动,2004,24(3):57-63.(LU Xilin,ZOU Yun,LUWensheng,et al.Experimental study on ShanghaiWorld Financial Center[J].Earthquake Engineeringand Engineering Vibration,2004,24(3):57-63.(inChinese))
[5]朱杰江,吕西林,邹昀,等.上海环球金融中心模型结构振动台试验与理论分析对比研究[J].土木工程学报,2005,38(10):18-26.(ZHU Jiejiang,LU Xilin,ZOU Yun,et al.Shaking table test and theoreticalanalysis for Shanghai World Financial Center scalemodel[J].China Civil Engineering Journal,2005,28(3):57-63.(in Chinese))
[6]龚治国,吕西林,卢文胜,等.混合结构体系高层建筑模拟地震振动台试验研究[J].地震工程与工程振动,2004,24(4):99-105.(GONG Zhiguo,LU Xilin,LU Wensheng,et al.Shaking table model test of ahybrid high-rise building structure[J].EarthquakeEngineering and Engineering Vibration,2004,24(4):99-105.(in Chinese))
[7]李检保,吕西林,卢文胜,等.北京LG大厦单塔结构整体模型模拟地震振动台试验研究[J].建筑结构学报,2006,27(2):10-15.(LI Jianbao,LU Xilin,LU Wensheng,et al.Shaking table model test ofBeijing LG Building[J].Journal of BuildingStructures,2006,27(2):10-15.(in Chinese))
[8]吕西林,李俊兰.钢筋混凝土核心筒体抗震性能试验研究[J].地震工程与工程振动,2002,22(3):42-50.(LU Xilin,LI Junlan.Seismic behavior of reinforcedconcrete core walls subjected to cyclic loading[J].Earthquake Engineering and Engineering Vibration,2002,22(3):42-50.(in Chinese))
[9]梁博.钢框架-混凝土筒体混合结构抗震性能振动台试验研究[D].西安:西安建筑科技大学,2005.(Liang Bo.Shaking table test of 1/10 scale model of a12-storey steel-RC hybrid wall system[D].Xi an:Xi anUniversity of Architecture&Technology,2005.(inChinese))
[10]陆华纲.超高层筒体结构模型地震模拟振动台试验研究[D].大连:大连理工大学,2002.(Lu Huagang.Study of shaking table tests on the model of superhightube structures[D].Dalian:Dalian University ofTechnology,2002.(in Chinese))
[11]Franklin Y Cheng.Inelastic analysis of 3-D mixed steeland reinforced concrete seismic building systems[J].Computers&Structures,1981,13(1-3):189-196.
[12]Shahrooz B M,Gong B N,Tunc G,Deason J T.Anoverview of reinforced concrete core wall-steel framehybrid structures[J].Progress in StructuralEngineering and Materials,2001,3(2):149-158.
[13]JGJ 3—2002高层建筑混凝土结构技术规程[S].(JGJ 3—2002 Technical specification for concretestructures of tall building[S].(in Chinese))
[14]JGJ 99—98高层民用建筑钢结构技术规程[S].(JGJ 99—98 Technical specification for steelstructure of tall building[S].(in Chinese))
[15]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[16]庄茁,张帆,岑松.ABAQUS非线性有限元分析与实例[M].北京:科学出版社,2005.(Zhuang Zhuo,Zhang Fan,Cen Song.Nonlinear finite element analysisand examples of ABAQUS[M].Beijing:SciencePress,2005.(in Chinese))
[17]Hibbitt Karlsson,Sorensen.ABAQUS analysis user′smanual[M].USA:ABAQUS INC.,2005.
[18]陆铁坚,许军.高层钢框架-钢筋混凝土核心筒混合结构破坏过程的数值模型[J].建筑科学与工程学报,2008,25(1):32-37.(Lu Tiejian,Xu Jun.Numerical simulation of failure process of highrise steelframe-RC core wall hybrid structure[J].Journal ofArchitecture and Civil Engineering,2008,25(1):32-37.(in Chinese))
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