考虑玻璃结构的上海中心大厦幕墙大震弹塑性分析
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摘要
常规的幕墙抗震设计,往往只考虑玻璃质量对幕墙整体的影响而忽略玻璃刚度,将玻璃结构转化为等效质量施加于幕墙支撑结构进行抗震分析。然而,当幕墙结构承受大震作用时,幕墙支撑结构已进入塑性状态,将产生较大变形,此时玻璃刚度将在一定程度上影响幕墙整体刚度。尤其是对于复杂的超高层幕墙结构,玻璃刚度对幕墙整体刚度的影响具有一定的未知性,需要深入研究。针对这一问题,本文依托上海中心大厦幕墙结构,研究了考虑玻璃结构的幕墙大震下的弹塑性响应,并将其与未考虑玻璃结构的响应进行对比分析。结果表明,玻璃结构对建筑主体结构影响较少,对幕墙结构层间位移角抑制明显,从而减少了支撑结构内力;对高楼层,加速度放大系数有一定抑制作用,但对低楼层,加速度放大系数抑制作用有限。
In the seismic design of curtain wall,engineers often ignore the stiffness of glass panel and only consider the mass of glass panel.The glass panel is usually equivalent to equal mass imposed on the curtain supporting structure in seismic analysis.However,the supporting structure of curtain wall will reach plastic state,and generate a large deformation under severe earthquake.So it will affect the overall stiffness of curtain wall structure in this condition.It is unknown for the effect of glass panel stiffness on the overall stiffness of complex high-rise curtain wall structure,so detailed study is needed in this field.For this problem,taking the curtain wall structure of Shanghai Center Tower as an example,the paper studies the nonlinear seismic responses of the curtain wall structure in consideration of glass panel under severe earthquake,and the results of curtain wall structure with the glass panel are contrasted with the curtain wall structure without the glass panel.It is shown that the glass panel has less impact on the main structure,but can decrease the drift ratio of curtain wall and the internal force of supporting structure.It can also decrease the acceleration magnification on higher storeys,but has less impact on lower ones.
In the seismic design of curtain wall,engineers often ignore the stiffness of glass panel and only consider the mass of glass panel.The glass panel is usually equivalent to equal mass imposed on the curtain supporting structure in seismic analysis.However,the supporting structure of curtain wall will reach plastic state,and generate a large deformation under severe earthquake.So it will affect the overall stiffness of curtain wall structure in this condition.It is unknown for the effect of glass panel stiffness on the overall stiffness of complex high-rise curtain wall structure,so detailed study is needed in this field.For this problem,taking the curtain wall structure of Shanghai Center Tower as an example,the paper studies the nonlinear seismic responses of the curtain wall structure in consideration of glass panel under severe earthquake,and the results of curtain wall structure with the glass panel are contrasted with the curtain wall structure without the glass panel.It is shown that the glass panel has less impact on the main structure,but can decrease the drift ratio of curtain wall and the internal force of supporting structure.It can also decrease the acceleration magnification on higher storeys,but has less impact on lower ones.
引文
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[9]冯若强,花定兴,武岳.单层平面索网幕墙结构玻璃与索网协同工作的动力性能研究[J].土木工程学报,2007,40(10):27-33.Feng R Q,Hua D X,Wu Y.Dynamic per formanceof cable net facade with consider ation of glass panels[J].China Civil Engineering Journal,2007,40(10):27-33.
[10]金先龙,李渊印.结构动力学并行计算方法及应用[M].北京:国防工业出版社,2008.36-86.
[11]李承铭.钢-钢筋混凝土杆系结构三维地震作用下弹塑性时程分析[D].上海:同济大学,2007.13-30.Li Ch M.Nonlinear analysis of steel and steelreinforced concrete rod system under threedimensional earthquake[D].Shanghai:TongjiUniversity,2007.13-30.
[12]JGJ102-2003,玻璃幕墙工程技术规范[S].
[2]Schobe H,Scheider J.Developments in structuralglass and glass structures[J].Structural EngineeringInternational,2004,14(2):84-86.
[3]卢文胜,黄宝锋,曹文清.建筑幕墙振动台试验方法研究[J].防灾减灾工程学报,2008,28(4):447-453.Lu W Sh,Huang B F,Cao W Q.Study on shakingtable methods for vibration testing of architecturalcurtain walls[J].Journal of Disaster Prevention andMitigation Engineering,2008,28(4):447-453.
[4]李勇,石永久,王元清.单层索网玻璃幕墙与主体结构地震响应的整体分析[J].建筑科学,2009,25(7):5-10.Li Y,Shi Y J,Wang Y Q.Analysis of the seismicresponse of single-layer cable net in glass wall coupledwith main structure[J].Building Science,2009,25(7):5-10.
[5]冯若强,武岳,沈世钊.单层平面索网幕墙结构的几何非线性问题研究[J].计算力学学报,2008,25(5):640-646.Feng R Q,Wu Y,Shen Sh Zh.Geometricnonlinearity of cable net falade[J].Chinese Journal ofComputational Mechanics,2008,25(5):640-646.
[6]洪天华,李宏男.风荷载作用下单层平面索网体系点支式玻璃幕墙的动力性能研究[J].防灾减灾工程学报,2008,28(2):156-162.Hong T H,Li H N.Study on dynamic performance ofmonolayer cable net point-supporting glass curtainwall under wind load[J].Journal of DisasterPrevention and Mitigation Engineering,2008,28(2):156-162.
[7]Feng R Q,Zhang L L,Wu Y.Dynamic performanceof cable net facades[J].Journal of ConstructionalSteel Research,2009,65(6):2217-2227.
[8]冯若强,武岳,沈世钊.考虑玻璃参与工作的单层平面索网幕墙结构静力性能研究[J].建筑结构学报,2005,26(4):99-106.Feng R Q,Wu Y,Shen Sh Zh.Static performance ofsinger-layer plane cable net glass curtain inconsideration of glass panel[J].Journal of BuildingStructures,2005,26(4):99-106.
[9]冯若强,花定兴,武岳.单层平面索网幕墙结构玻璃与索网协同工作的动力性能研究[J].土木工程学报,2007,40(10):27-33.Feng R Q,Hua D X,Wu Y.Dynamic per formanceof cable net facade with consider ation of glass panels[J].China Civil Engineering Journal,2007,40(10):27-33.
[10]金先龙,李渊印.结构动力学并行计算方法及应用[M].北京:国防工业出版社,2008.36-86.
[11]李承铭.钢-钢筋混凝土杆系结构三维地震作用下弹塑性时程分析[D].上海:同济大学,2007.13-30.Li Ch M.Nonlinear analysis of steel and steelreinforced concrete rod system under threedimensional earthquake[D].Shanghai:TongjiUniversity,2007.13-30.
[12]JGJ102-2003,玻璃幕墙工程技术规范[S].
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