单层平面索网幕墙结构的非线性反应谱
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摘要
单层平面索网玻璃幕墙结构作为一种新型结构形式,以建筑造型美观、构件轻巧纤细,广泛应用于大型公共建筑中,其具有柔性大、阻尼小等特点,且结构具有一定的几何非线性。在对其进行抗震设计时,基于线弹性假设的振型分解反应谱法可能具有一定的局限。为此,首先推导地震荷载作用下单层平面索网结构的非线性振动方程和非线性频率,其次通过计算该模型在四类场地最不利地震动作用下的结构非线性响应,得到单层索网幕墙结构的非线性反应谱,将其和线弹性单质点的反应谱进行比较,最后通过与地震模拟振动台试验结果的对比,证明结论的正确性。
Cable net facades as a new kind of glazing system are widely used with many advantages,such as pleasing aesthetics and easy constructability.With the characteristics of weak stiffness,light weight,small damping,cable net facade is obviously geometrically nonlinear,and the response spectrum method may have some limitations for the seismic design of cable net faades.The nonlinear vibration differential equation and vibration frequency of the cable net under earthquake was deduced,and a geometrically nonlinear single-degree of freedom model was obtained.With the geometrically nonlinear single-degree of freedom model,the nonlinear seismic response of the cable net was calculated with time history method under four types of site soils.The linear and nonlinear acceleration and displacement spectra were compared thoroughly.Shaking table tests were conducted to verify the accuracy of the nonlinear response spectrum.
Cable net facades as a new kind of glazing system are widely used with many advantages,such as pleasing aesthetics and easy constructability.With the characteristics of weak stiffness,light weight,small damping,cable net facade is obviously geometrically nonlinear,and the response spectrum method may have some limitations for the seismic design of cable net faades.The nonlinear vibration differential equation and vibration frequency of the cable net under earthquake was deduced,and a geometrically nonlinear single-degree of freedom model was obtained.With the geometrically nonlinear single-degree of freedom model,the nonlinear seismic response of the cable net was calculated with time history method under four types of site soils.The linear and nonlinear acceleration and displacement spectra were compared thoroughly.Shaking table tests were conducted to verify the accuracy of the nonlinear response spectrum.
引文
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[2]Feng R Q,Zhang L L,Wu Y,et al.Dynamic performanceof cable net facades[J].Journal of Constructional SteelResearch,2009,65(12):2217-2227
[3]Pantelides C P,Truman K Z.Development of a loadinghistory for seismic testing of architectural glass in a shop-front wall system[J].Engineering Structures,1996,18(12):917-935
[4]Feng R Q,Wu Y,Shen S Z.Working mechanism ofsingle-layer cable net supported glass curtain walls[J].Advances in Structural Engineering,2007,10(2):183-195
[5]冯若强,花定兴,武岳,等.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 Ruoqiang,Hua Dingxing,WuYue,et al.Dynamic performance of cable net facade withconsideration of glass panels[J].China Civil EngineeringJournal,2007,40(10):27-33(in Chinese))
[6]Feng Ruoqiang,Wu Yue,Shen Shizhao.Simplifiedcalculation method of nonlinear frequency of cable netunder mean wind load[J].Acta Mechanica SolidaSinica,2006,19(3):248-254
[7]石永久,吴丽丽,王元清,等.点支式玻璃建筑单层索网柔性支承体系及其工程应用[J].工业建筑,2005,35(2):1-5,43(Shi Yongjiu,Wu Lili,Wang Yuanqing,etal.Flexible-supported system of single-layer cable mesh forpoint-supported glass cladding and its engineeringapplication[J].Industrial Construction,2005,35(2):1-5,43(in Chinese))
[8]冯若强.单层平面索网玻璃幕墙结构静动力性能研究[D].哈尔滨:哈尔滨工业大学,2006(Feng Ruoqiang.Static and dynamic performance of cable net facades[D].Harbin:Harbin Institute of Technology,2006(inChinese))
[9]GB50011—2001建筑抗震设计规范[S].2008版.北京:中国建筑工业出版社,2001(GB 50011—2001 Codefor seismic design of buildings[S].2008 Edition.Beijing:China Architecture&Building Press,2001(in Chinese))
[10]JGJ102—2003玻璃幕墙工程技术规范[S].北京:中国建筑工业出版社,2003(JGJ 102—2003 Technical codefor glass curtain wall engineering[S].Beijing:ChinaArchitecture&Building Press,2003(in Chinese))
[11]冯若强,武岳,沈世钊.单层平面索网结构非线性频率简化计算方法研究[J].工程力学,2007,24(10):87-91,155(Feng Ruoqiang,Wu Yue,Shen Shizhao.Study onsimplified calculation method of nonlinear frequency ofsingle-layer cable net[J].Engineering Mechanics,2007,24(10):87-91,155(in Chinese))
[12]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 Ruoqiang,Wu Yue,Shen Shizhao.Geometricnonlinearity of cable net facade[J].Chinese Journal ofComputational Mechanics,2008,25(5):640-646(inChinese))
[13]Feng ruoqiang,Yao Bin,Wu Yue,et al.Dynamicperformance of cable net facade with consideration of glasspanels under earthquake[J].Journal of Harbin Instituteof Technology,2010,17(3):313-317
[14]谢礼立,翟长海.最不利设计地震动研究[J].地震学报,2003,25(3):250-261(Xie Lili,Zhai Changhai.Studyon the severest real ground motion for seismic design andanalysis[J].Acta Seismologica Sinica,2003,25(3):250-261(in Chinese))
[15]翟长海.最不利设计地震动及强度折减系数研究[D].哈尔滨:哈尔滨工业大学,2004(Zhai Changhai.Studyon the severest design ground motions and the strengthreduction factors[D].Harbin:Harbin Institute ofTechnology,2004(in Chinese))
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