大底盘大空间复杂结构的抗震性能分析
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摘要
研究对象为底部大底盘大空间,上部单塔23层剪力墙高层建筑。首先利用有限元软件PERFORM-3D对该大底盘单塔结构进行弹塑性时程分析,其次对该结构进行模拟地震整体结构振动台试验。通过有限元软件模拟分析和振动台试验,从宏观上对结构的抗震性能进行了评估与对比分析。结果表明,该混合结构的竖向刚度均匀,没有形成薄弱层;大底盘与上部剪力墙交界处的剪力突变,应采取适当的加强:大底盘的框架结构强度和刚度满足要求;由于上部剪力墙结构的连梁高度较高,而窗间剪力墙的宽度较窄,导致窗间剪力墙的强度较弱,首先进入塑性,该部分采取适当的延性措施。
A high-rise structure with 23 floors shear walls above a large podium was studied in this paper. The nolinear analysis model of the structure was constructed with PERFORM-3D program.Elasto-plastic timehistory analysis of the hybrid structure was carried out to evaluate the overall seismic performance of the structure. Shaking table test of the whole structure model has been done also.Comparison between the numerical analysis and the test was conducted.The results show that the structure has uniform vertical stiffness and there is no week storey.Meanwhile some measures should be taken to strengthen the roof of the podium according to the shear force abrupt change.The frame structure of the underpan have enough strength and stiffness.But the coupling beam is very tall,the shear walls between the windows is weak because of the small section height. So some measures should be taken to improve the ductility of these walls.
A high-rise structure with 23 floors shear walls above a large podium was studied in this paper. The nolinear analysis model of the structure was constructed with PERFORM-3D program.Elasto-plastic timehistory analysis of the hybrid structure was carried out to evaluate the overall seismic performance of the structure. Shaking table test of the whole structure model has been done also.Comparison between the numerical analysis and the test was conducted.The results show that the structure has uniform vertical stiffness and there is no week storey.Meanwhile some measures should be taken to strengthen the roof of the podium according to the shear force abrupt change.The frame structure of the underpan have enough strength and stiffness.But the coupling beam is very tall,the shear walls between the windows is weak because of the small section height. So some measures should be taken to improve the ductility of these walls.
引文
[1]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:科学出版社,2007. Lu Xilin.Seismic theory and application of complex high-rise structure[M].Beijing:Science Press, 2007.(in Chinese)
[2]王灵,吕西林.双塔楼弱连接体高层建筑结构抗震性能研究[J].四川建筑科学研究,1993,(3):48- 51. Wang Ling,Lu Xilin.Research on a seismic behaviors weekly connected high-rise structure[J].Building Science Research of Sichuan,1999,(3):48-51. (in Chinese)
[3]龚志国,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 a hybrid high-rise building structure[J].Earthquake Engineering and Engineering Vibration,2004,24(40):99-105.(in Chinese)
[4]周颖,吕西林,卢文胜,等.双塔连体高层混合结构抗震性能研究[J].地震工程与工程振动,2008,28 (5):71-78. Zhou Ying,Lu Xilin,Lu Wensheng,et al.Seismic performance of a multi-tower hybrid tall building[J]. Earthquake Engineering and Engineering Vibration, 2008,28(5):71-78.(in Chinese)
[5]方鄂华,韦宇宁.大底盘多塔结构地震反应[J].建筑结构学报,1995,16(6):99-105. Fang Ehua,Wei Yuning.Earthquake responses of muti-tower structure with a large podium at bottom [J].Journal of Building Structures,1995,16(6 ): 99-105.(in Chinese)
[6]周颖,卢文胜,吕西林.模拟地震振动台模型实用设计方法[J].结构工程师,2003,(3):30-38. Zhou Ying,Lu Wensheng,Lu Xinlin.Practical Model Design Method of Shaking Table Test[J].Structure Engineering,2003,(3):30-38.(in Chinese)
[2]王灵,吕西林.双塔楼弱连接体高层建筑结构抗震性能研究[J].四川建筑科学研究,1993,(3):48- 51. Wang Ling,Lu Xilin.Research on a seismic behaviors weekly connected high-rise structure[J].Building Science Research of Sichuan,1999,(3):48-51. (in Chinese)
[3]龚志国,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 a hybrid high-rise building structure[J].Earthquake Engineering and Engineering Vibration,2004,24(40):99-105.(in Chinese)
[4]周颖,吕西林,卢文胜,等.双塔连体高层混合结构抗震性能研究[J].地震工程与工程振动,2008,28 (5):71-78. Zhou Ying,Lu Xilin,Lu Wensheng,et al.Seismic performance of a multi-tower hybrid tall building[J]. Earthquake Engineering and Engineering Vibration, 2008,28(5):71-78.(in Chinese)
[5]方鄂华,韦宇宁.大底盘多塔结构地震反应[J].建筑结构学报,1995,16(6):99-105. Fang Ehua,Wei Yuning.Earthquake responses of muti-tower structure with a large podium at bottom [J].Journal of Building Structures,1995,16(6 ): 99-105.(in Chinese)
[6]周颖,卢文胜,吕西林.模拟地震振动台模型实用设计方法[J].结构工程师,2003,(3):30-38. Zhou Ying,Lu Wensheng,Lu Xinlin.Practical Model Design Method of Shaking Table Test[J].Structure Engineering,2003,(3):30-38.(in Chinese)
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