拉萨市文成公主实景演出剧场管桁架雨棚的线性时程分析
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摘要
以8度区(0.2g)某悬挑28 m的三角形管桁架雨棚为研究对象。输入调整后的地震波,分别按双向水平地震作用和三向地震作用这两种工况,对三角形管桁架雨棚进行线性时程分析。做出这两种工况作用下有代表性的节点位移曲线和杆件轴力、弯矩时程曲线并进行对比分析。结果表明,线性时程分析不宜忽略竖向地震分量;同时,在对三角形管桁架雨棚进行三向地震波输入时,其加速度最大值宜考虑1∶0.85∶0.65和0.85∶1∶0.65两种情况。
The district 8 degrees( 0. 2g) 28 m a triangular truss cantilevered steel canopy was studied. Entering the adjusted seismic waves,under the three and bi-level earthquake to the seismic action of these two conditions,the triangular truss canopy of linear time history respectively was analyzed. Both made representative of the role of nodal displacement curves and rod axial force,moment-time curve and analyzed under conditions. The results showed that the linear time history analysis should not ignore the vertical seismic component. Meanwhile,in the triangular truss canopy of three-wave input to the earthquake,the maximum acceleration should consider 1 ∶ 0. 85 ∶0. 65 and 0. 85∶ 1∶ 0. 65 these two cases.
The district 8 degrees( 0. 2g) 28 m a triangular truss cantilevered steel canopy was studied. Entering the adjusted seismic waves,under the three and bi-level earthquake to the seismic action of these two conditions,the triangular truss canopy of linear time history respectively was analyzed. Both made representative of the role of nodal displacement curves and rod axial force,moment-time curve and analyzed under conditions. The results showed that the linear time history analysis should not ignore the vertical seismic component. Meanwhile,in the triangular truss canopy of three-wave input to the earthquake,the maximum acceleration should consider 1 ∶ 0. 85 ∶0. 65 and 0. 85∶ 1∶ 0. 65 these two cases.
引文
1 GB 50009—2012.建筑结构荷载规范.北京:中国建筑工业出版社,2012GB 50009—2012.Load code for the design of building structures.Beijing:China Architecture Industry Press,2012
2 Hans M.Hilber,Thomas J R,et al.Improved numerical dissipation for time integration algorithms in structural dynamics.Earthquake Engineering&Structural Dynamics,1977;5(3):283—292
3 Newmark N M.A method of computation for structural dynamics.Engineering Mechanics Division,1959;85(7):67—94
4 1940年美国El-Centro地震记录,1952年Taft Lincoln School地震记录,人工模拟加速度时程曲线RH3The EI-Centro earthquake-1940 records.Taft Lincoln School seismic records in 1952.Artificial simulated acceleration time history curve of RH3
5 沈世钊.大跨空间结构理论研究和工程实践.中国工程科学,2001;3(3):34—41Shen Shizhao.Large span spatial structure theory research and engineering practice.China Engineering Science,2001;3(3):34—41
6 冯云田,李明瑞.复杂结构的弹性地震反应分析.地震工程与工程振动,1991;11(1):78—87Feng Yuntian.Li Mingrui.Elastic earthquake response analysis of complex structure.Earthquake engineering and Engineering Vibration,1991;11(1):78—87
7 Fan Lichu.Seismic design of highway bridge.Hong Kong:Huajie International Publishing Co.Limited,1997
8 Wilson E L,Button M R.Three-dimensional dynamic analysis for multi-component earthquake spectra.Earthquake Engineering&Structural Dynamics,1982;10(3):471—476
2 Hans M.Hilber,Thomas J R,et al.Improved numerical dissipation for time integration algorithms in structural dynamics.Earthquake Engineering&Structural Dynamics,1977;5(3):283—292
3 Newmark N M.A method of computation for structural dynamics.Engineering Mechanics Division,1959;85(7):67—94
4 1940年美国El-Centro地震记录,1952年Taft Lincoln School地震记录,人工模拟加速度时程曲线RH3The EI-Centro earthquake-1940 records.Taft Lincoln School seismic records in 1952.Artificial simulated acceleration time history curve of RH3
5 沈世钊.大跨空间结构理论研究和工程实践.中国工程科学,2001;3(3):34—41Shen Shizhao.Large span spatial structure theory research and engineering practice.China Engineering Science,2001;3(3):34—41
6 冯云田,李明瑞.复杂结构的弹性地震反应分析.地震工程与工程振动,1991;11(1):78—87Feng Yuntian.Li Mingrui.Elastic earthquake response analysis of complex structure.Earthquake engineering and Engineering Vibration,1991;11(1):78—87
7 Fan Lichu.Seismic design of highway bridge.Hong Kong:Huajie International Publishing Co.Limited,1997
8 Wilson E L,Button M R.Three-dimensional dynamic analysis for multi-component earthquake spectra.Earthquake Engineering&Structural Dynamics,1982;10(3):471—476
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