基于能量的网壳结构动力极限状态研究
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摘要
基于多自由度体系的能量平衡方程,对ANSYS软件进行二次开发,编制相应的前、后处理程序,采用非线性时程分析方法,通过数值积分提取网壳结构地震过程中结构各项能量响应及地震动总输入能的时间历程,观察其罕遇地震作用下的响应及破坏规律,研究网壳结构的破坏状态与耗能之间的关系,分析地震动持时对地震动总输入能大小及各项能量响应的影响,获取地震能量输入与结构能量耗散间的相互关系,为寻求基于能量的结构抗震设计方法和完善结构位移—能量双重动力破坏准则提供了依据。将响应面法引入到网壳结构可靠度计算中,通过MATLAB编程实现可靠度和验算点的计算,基于位移—能量双参数准则,可准确预测网壳结构动力破坏荷载,避免全过程曲线方法多次时程分析计算的缺点,提高计算效率。研究表明,地震动持时不同,各能量的转化及比例关系不同,单层球面网壳结构进入塑性后,动能与弹性变形能对总耗能的影响很小,非弹性滞回耗能所占比例逐渐增大。处于动力极限状态时,网壳结构的耗能供给能力达到极限,其非弹性滞回耗能剧增,各项能量之和超过总输入能。采用响应面法进行预测,结构基本变量的方差变化时,对预测结果影响不大,但方差越大,可靠度越低,对于单层鞍形网壳结构建议取破坏指标D大于0.7时的采样中心。
In this paper, the energy formulation of multiple freedom system is utilized. Based on energy concept, pre-program and post-program of FEM software ANSYS are edited to extract each kind of energy dissipation and total inputting energy during the dynamic non-linear time-history calculation of the shells subjected to severe earthquakes. As a result, the dynamic response regularities and damage characteristic of such structures are obtained. The relationship between the dynamic failure and the dissipation of the inputting earthquake energy of the shells is proposed. Furthermore, the effect of earthquake duration is also investigated. The paper provides some basis for the developing of anti-seismic structure design method and Double-Failure Criteria based on the first surpass of maximum displacement and plastic accumulative damage. In order to solve the reliability of the shells, the Response Surface Methodology is introduced on this paper. The solving of the reliability and the checking point is based on the Double-Failure Criteria by MATLAB programming. The prediction of the shells'dymatic failure load is accurate, avoids solving so many times by the time-history calculation, and improves the solving efficiency. The research result shows that when the duration time of earthquakes is changed, the transformation and the proportion relation of every kind of energies will be changed. and the damping energy accounts for a large part in the elastic stage, while the proportion of the kinetic energy and the strain energy is relatively small. In the plastic stage, the proportion of the nonlinear hysteretic exhausted energy gradually increases, conversely the part of damping decreases. When the structures are on the dymatic limit state, the proportion of the nonlinear hysteretic exhausted energy will leap and the summation of every kind of energies will become larger than total inputting energy. Based on the Response Surface Methodology, the change on the variance of the basic random has little effect on the predicted results. The reliability becomes small when the variance becomes large.The suggestion is that D must larger than 0.7 in sampling points for single-layer saddle-shaped reticular shells.
In this paper, the energy formulation of multiple freedom system is utilized. Based on energy concept, pre-program and post-program of FEM software ANSYS are edited to extract each kind of energy dissipation and total inputting energy during the dynamic non-linear time-history calculation of the shells subjected to severe earthquakes. As a result, the dynamic response regularities and damage characteristic of such structures are obtained. The relationship between the dynamic failure and the dissipation of the inputting earthquake energy of the shells is proposed. Furthermore, the effect of earthquake duration is also investigated. The paper provides some basis for the developing of anti-seismic structure design method and Double-Failure Criteria based on the first surpass of maximum displacement and plastic accumulative damage. In order to solve the reliability of the shells, the Response Surface Methodology is introduced on this paper. The solving of the reliability and the checking point is based on the Double-Failure Criteria by MATLAB programming. The prediction of the shells'dymatic failure load is accurate, avoids solving so many times by the time-history calculation, and improves the solving efficiency. The research result shows that when the duration time of earthquakes is changed, the transformation and the proportion relation of every kind of energies will be changed. and the damping energy accounts for a large part in the elastic stage, while the proportion of the kinetic energy and the strain energy is relatively small. In the plastic stage, the proportion of the nonlinear hysteretic exhausted energy gradually increases, conversely the part of damping decreases. When the structures are on the dymatic limit state, the proportion of the nonlinear hysteretic exhausted energy will leap and the summation of every kind of energies will become larger than total inputting energy. Based on the Response Surface Methodology, the change on the variance of the basic random has little effect on the predicted results. The reliability becomes small when the variance becomes large.The suggestion is that D must larger than 0.7 in sampling points for single-layer saddle-shaped reticular shells.
引文
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[9]薛素铎,王雪生,曹资.空间网格结构多维多点随机地震响应分析的高效算法[J].世界地震工程.2004,20(3)：43-49
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[11唐敢,王法武.具有随机几何缺陷的大跨度单层球面网壳稳定性分析[J].钢结构.2008,23(5)：1-6
[12]支旭东,范峰,沈世钊.材料损伤累积在网壳强震失效研究中的应用[J].哈尔滨工程大学学报.2008,40(2)：169-173
[13]王晓可,支旭东,范峰.损伤对单层柱面网壳在强震下破坏影响[J].低温建筑技术.2006,(4)：39-41,75
[14]王晓可,范峰,支旭东,沈世钊.单层柱面网壳在强震下的破坏机理研究[J].土木工程学报.2006,39(11)
[15栗荣刚,吕晓寅,邢佶慧.单层鞍形网壳强动力荷载下破坏模式的研究[M].北京,北京交通大学.2008
[16]梁国亮,吕晓寅,邢佶慧.单层鞍形网壳强动力荷载下破坏准则的研究[M].北京,北京交通大学.2009
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[18]Seishi Yamada. Vibration Behaviour of Single-Layer Latticed Cylindrical Roofs. [J]International Journal of Space Structures.1997:181-190
[19]Haruo Kunieda, Koji Kitamura. Response Analysis of Cylindrical Roof shells Subject to Kobe Earthquake by Mathematically Analysia Method. Proc.of Asia—Pacific Conference on Shell and Spatial Structures. Beijing, China.1996
[20]Koji Kitamura, Haruo Kunieda. FEM Analysis of Cylindrical Roof shells Subjected to Kobe Earthquake. Proc. of Asia-Pacific Conference on Shell and Spatial Structures.Beijing, China.1996
[21]Shiro Kato el. Dynamic Response And Collapse Acceleration of Single Layer Reticular Domes Under Earthquake Motions. Proc. Of Asia-Pacific Conference on Shell and Spatial Structures. Beijing, China.1996
[22]Masaru Murata, Makoto Hirata. Nonlinear Dynamic Analysis System for Large-scale Space Structures Under Multiple Loadings. Proc. of IASS Symposium 2001. Nagoya, Japan.2001
[23]S.Kato, S.Nakazawa, T.Minegishi, Y.Niho. Dynamic Collapse Mechanism of Single Layer Reticular Domes with Braces Subjected to Severe Earthquake Motions, Proc. Of IASS Symposium 2000.Istanbul, Turky.2000
[24]Shiro Kato el. Seismic Design Method of Single Layer Reticular Domes with Braces Subjected to Severe Earthquake Motions. the Sixth Pacific Conference on Shell and Spatial Structures. Seoul, Korea,2000
[25]Shiro Kato, Jong-Min Kim, Myung-Chae Cheong. new proportioning method for member sections of single layer reticulated domes subjected to uniform and non-uniform loads. Engineering Structures.2003
[26]经杰,叶列平,钱稼茹.不均匀剪切型层模型结构基于能量概念的弹塑性地震位移反应分析[J].土木工程学报.2006,36(12)
[27]李菊芳.建筑结构基于能量的地震反应分析及设计方法[M].西安：西安建筑科技大学,2004
[28]胡冗冗,王亚勇.基于瞬时输入能量的SDOF弹塑性结构最大位移反应[J].世界地震工程.2002,18(4)：155-158
[29]王常峰,朱东升,田琪.基于瞬时输入能量的双线性系统最大位移研究[J].振动工程学报.2003,16(1)
[30]支旭东,范峰,沈世钊.强震下单层柱面网壳损伤及失效机理研究[J].土木工程学报.2007,40(8)
[31]包伟,叶继红,沈世钊.基于响应面法的单层球壳简谐荷载下的破坏形式判别[J].建筑科学与工程学报.2007,VO1.24(1)：7-16
[32]谢定义,蔺明河,吴先维.中国地震灾害的严峻性及其相应对策[J].西北水力发电.2006,22(3)：83-86
[33]付超,郭长青,张喜娥,王小锋.我国网壳结构的发展与现状[J].河南建材.2007,(2)：17-17
[34]张宇.网壳结构的发展[J].建筑工人.2004,(7)
[35]符立勇,杨从娟.大跨度空间结构—网壳结构的历史与发展[J].工程建设与设计.2002,(5)：3-5
[36]包伟,叶继红,沈世钊.基于响应面法的单层球壳简谐荷载下的破坏形式判别[J].建筑科学与工程学报.2007,24(1)：7-11,16
[37]支旭东,范峰,沈世钊.简谐荷载下单层球面网壳动力失效机理研究[J].地震工程与工程震动.2005,25(4)：76-84
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