P-Δ效应下滞回特征对结构抗倒塌能力的影响
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摘要
对考虑P-Δ效应时结构的地震响应特征进行了研究.结果显示,考虑P-Δ效应后结构的整体刚度下降,几何非线性与材料非线性共同作用,使骨架曲线容易产生负刚度,利用三折线简化该骨架曲线较双折线更为准确.在此基础上,分析了带有负刚度的非线性弹性模型、完全弹塑性模型和Clough模型的滞回特征及其对结构抗倒塌能力的影响.算例结果表明:具有饱满滞回特征的完全弹塑性模型较容易出现偏振现象,表现出相对较小的抗倒塌能力;而具有完全或部分捏缩效应的非线性弹性模型和Clough模型的振动则具有较好的对称性,抗倒塌能力较强.这说明结构的抗倒塌能力并非仅与耗能能力有关,进入负刚度区域后的偏振现象才是引起倒塌的主要原因.
The characteristic of the seismic response of the structure with consideration of P-Δ effect is studied.The numerical results show that the stiffness of the structure decreases when the P-Δ effect is considered,and the backbone curve is easy to generate a negative slope when the geometric nonlinearity and the material nonlinearity are combined.The trilinear curve is more appropriate than the bilinear curve when simulating the characteristic of this backbone curve.On this basis,the hysteretic characteristics of the nonlinear elastic model,the full elasto-plastic model and the Clough model with a negative slope are analyzed,and the influence on the collapse resistance capacity of the structure are discussed.The results show that the displacement is more likely to concentrate on one side for the full elasto-plastic model with plump hysteretic loops,which results in a relatively lower collapse resistance capacity.On the contrary,the vibrations of the nonlinear elastic model and the Clough model with whole or part pinching are more symmetrical,and the corresponding collapse resistance capacities are better.It demonstrates that the collapse resistance capacity is not only related to the energy dissipation capacity of the structure.Rather,the biasing movement tendency when the structure goes into the negative post-yield stiffness branch is the main reason to cause structural collapse.
The characteristic of the seismic response of the structure with consideration of P-Δ effect is studied.The numerical results show that the stiffness of the structure decreases when the P-Δ effect is considered,and the backbone curve is easy to generate a negative slope when the geometric nonlinearity and the material nonlinearity are combined.The trilinear curve is more appropriate than the bilinear curve when simulating the characteristic of this backbone curve.On this basis,the hysteretic characteristics of the nonlinear elastic model,the full elasto-plastic model and the Clough model with a negative slope are analyzed,and the influence on the collapse resistance capacity of the structure are discussed.The results show that the displacement is more likely to concentrate on one side for the full elasto-plastic model with plump hysteretic loops,which results in a relatively lower collapse resistance capacity.On the contrary,the vibrations of the nonlinear elastic model and the Clough model with whole or part pinching are more symmetrical,and the corresponding collapse resistance capacities are better.It demonstrates that the collapse resistance capacity is not only related to the energy dissipation capacity of the structure.Rather,the biasing movement tendency when the structure goes into the negative post-yield stiffness branch is the main reason to cause structural collapse.
引文
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[2]苏幼坡,张玉敏,王绍杰,等.从汶川地震看提高建筑结构抗倒塌能力的必要性和可行性[J].土木工程学报,2009,42(5):25-32.Su Youpo,Zhang Yumin,Wang Shaojie,et al.The ne-cessity and feasibility of enhancing seismic design ofstructures based on the Wenchuan Earthquake[J].ChinaCivil Engineering Journal,2009,42(5):25-32.(inChinese)
[3]顾祥林,印小晶,林峰,等.建筑结构倒塌过程模拟与防倒塌设计[J].建筑结构学报,2010,31(6):179-187.Gu Xianglin,Yin Xiaojing,Lin Feng,et al.Simulationof collapse process and design method to resist collapsefor building structures[J].Journal of Building Struc-tures,2010,31(6):179-187.(in Chinese)
[4]Jennings P C,Husid R.Collapse of yielding structuresduring earthquakes[J].Journal of Engineering Mechan-ics,1968,95(5):1045-1065.
[5]Wu C L,Kuo W W,Yang Y S,et al.Collapse of a non-ductile concrete frame:shaking table tests[J].Earth-quake Engineering and Structural Dynamics,2009,38(2):205-224.
[6]Lignos D G,Krawinkler H,Whittaker A S.Predictionand validation of sidesway collapse of two scale models of a 4-story steel moment frame[J].Earthquake Engineering and Structural Dynamics,2011,40(7):807-825.
[7]杜修力,李小军,尹之潜.极限后负刚度模型对RC框架结构地震倒塌反应的影响[J].计算结构力学及其应用,1993,10(2):179-186.Du Xiuli,Li Xiaojun,Yin Zhiqian.The influence of restoring force model with post-ultimate negative stiffness on earthquake collapse response of RC frame structures[J].Computational Structural Mechanics and Applications,1993,10(2):179-186.(in Chinese)
[8]童根树,赵永峰.动力P-Δ效应对地震力调整系数的影响[J].浙江大学学报:工学版,2007,41(1):120-125.Tong Genshu,Zhao Yongfeng.Dynamic P-Δeffects on seismic force modification factors[J].Journal of Zhejiang University:Engineering Science,2007,41(1):120-125.(in Chinese)
[9]魏斌,李建中,蒋娜芳.考虑P-Δ效应的桥梁地震反应分析与设计[J].地震工程与工程振动,2010,30(3):129-135.Wei Bin,Li Jianzhong,Jiang Nafang.Seismic analysisand design of bridge piers considering P-Δeffects[J].Journal of Earthquake Engineering and Engineering Vi-bration,2010,30(3):129-135.(in Chinese)
[10]陆新征,叶列平,潘鹏,等.钢筋混凝土框架结构拟静力倒塌试验研究及数值模拟竞赛Ⅰ:框架试验[J].建筑结构,2012,42(11):19-22,26.Lu Xinzheng,Ye Lieping,Pan Peng,et al.Pseudo-static collapse experiments and numerical prediction competition of RC frame structureⅠ:RC frame experi-ment[J].Building Structure,2012,42(11):19-22,26.(in Chinese)
[11]Han S W,Moon K H,Chopra A K.Application of MPA to estimate probability of collapse of structures[J].Earthquake Engineering and Structural Dynamics,2010,39(11):1259-1278.
[12]Priestley M J N.Overview of PRESSS research program[J].PCI Journal,1991,36(4):50-57.
[13]周颖,吕西林.摇摆结构及自复位结构研究综述[J].建筑结构学报,2011,32(9):1-10.Zhou Ying,LüXilin.State-of-the-art on rocking and self-centering structures[J].Journal of Building Struc-tures,2011,32(9):1-10.(in Chinese)
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