网壳结构的概率地震易损性分析
发布时间：2019-05-11 09:12
【摘要】：网壳结构作为大跨度空间网格结构的主要结构形式之一,被广泛应用于综合文体中心、大型交通枢纽车站及航站楼、集群式工业厂房等基础设施。我国地震灾害严重,量大面广的网壳结构面临着严重的地震威胁。大跨度空间结构一旦发生破坏或倒塌,将造成严重的人员伤亡、经济损失或社会影响。我国现行抗震设计规范采用多级设计的思想,即“小震不坏、中震可修、大震不倒”,其实质是性能化设计的雏形,但该设计思想不能考虑到中小地震时结构或非结构构件的破坏程度及由此导致的经济损失,远远不能满足社会和公众对结构抗震性能的需求。本文以基于性能的多水准化抗震设计及地震风险评估为研究背景,对典型的大跨度空间网格结构——单层球面网壳和单层柱面网壳进行地震易损性分析,一方面可为网壳结构的多水准性能化设计奠定理论基础,另一方面则为地震灾害损失的快速预测与评估及地震巨灾保险制度的实施提供技术支持。具体来说,本文的研究工作如下:(1)以平均模态应变能系数作为振型贡献指标,将其值大于0.01的振型定义为网壳结构线弹性地震响应的主导振型。以20条真实地震动记录作为输入,分别考虑4种地震动输入情况:仅X向、仅Y向、仅Z向和三向地震动同时输入,对单层球面网壳和单层柱面网壳的主导振型进行识别。在此基础上,采用振型分解反应谱法和CQC振型组合方法计算网壳结构仅考虑主导振型、前30阶及前250阶振型三种情况的地震效应组合值,并将其与时程分析结果进行对比,以验证该识别方法的可行性。(2)基于网壳结构的主导振型,提出了可同时考虑更多结构自振特性和地震动频谱成分的地震动强度参数Sa,dom(T_1~d,T_2~d,...,T_i~d,...T_N~d,(ζ))(简记为Sa,dom),该地震动强度参数表示为结构各主导振型对应地震动加速度反应谱值的几何加权平均数,其中各阶主导振型的平均模态应变能系数作为相应的权值。选取了11个常见的地震动强度参数,从与网壳结构非线性地震响应的相关性、有效性、充分性等方面与本文提出的地震动强度参数进行综合对比,并对Sa,dom 的地震危险可计算性进行了讨论。(3)确定了网壳结构地震易损性分析中历史地震动记录的选取原则及合理输入数目,并从太平洋地震工程研究中心“下一代衰减模型”强震数据库中选取了 40条远场地震动记录来考虑易损性分析中的地震动不确定性。总结了网壳结构有限元建模中13个随机参数的概率分布模型,并通过单参数敏感性分析获得了表征13个随机参数敏感性大小的“龙卷风图”。在此基础上,采用Sobol'法和拉丁超立方抽样方法对5个主要的随机参数进行了全局敏感性分析,获得了 5个参数各自对结构响应的贡献率。(4)从结构滞回耗能的角度出发,提出了基于地震能量需求的结构损伤指标DIE,该指标定义为地震能量需求与结构耗能能力的比值,其中地震能量需求即为结构在地震过程中的总滞回耗能,可通过对结构的加速度响应时程进行连续小波变换等效获得。以高效的拉丁超立方抽样方法对5个主要的结构随机参数进行抽样,以40条远场地震动作为输入,对18个不同矢跨比及屋面质量的单层球面网壳和单层柱面网壳的720个随机样本进行动力荷载域全过程分析,对分析结果进行统计,基于损伤指标DIE建立了不同网壳结构的概率地震需求模型、概率抗震能力模型和概率倒塌能力模型,并获得了网壳结构不同性能水准的地震易损性曲线。(5)基于文献中己有的近场速度脉冲型地震动判别方法,选取了 40条包含速度脉冲分量的近场地震动,并将其作为输入,考察了单层球面网壳和单层柱面网壳在近场速度脉冲型地震动作用下的位移和轴力响应;对网壳结构进行动力荷载域全过程分析,建立了网壳结构在近场速度脉冲型地震动作用下的概率地震需求模型、概率抗震能力模型和概率倒塌能力模型,并与远场地震动作用下的分析结果进行对比。
[Abstract]:The latticed shell structure is one of the main structural forms of the large-span spatial grid structure, and is widely used in the infrastructure such as the comprehensive style center, the large-scale transport hub station and the terminal, the cluster-type industrial plant and the like. In our country, the earthquake disaster is serious and the large-scale latticed shell structure faces serious earthquake threat. Once the large-span space structure is damaged or collapsed, serious casualties, economic loss or social influence will be caused. The present anti-seismic design code of China adopts the thought of multi-level design, that is, the "The small earthquake is not bad, the middle shock can be repaired, the big earthquake does not fall", its essence is the prototype of the performance design, but the design thought can not take into account the damage degree of the structural or non-structural component in the small and medium-sized earthquake and the economic loss caused by the design. It is far from meeting the demands of the society and the public on the seismic performance of the structure. Based on the performance-based multi-level seismic design and the seismic risk assessment, a typical large-span spatial grid structure _ single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell are subjected to seismic vulnerability analysis. On the one hand, it can lay a theoretical foundation for the multi-level performance design of the reticulated shell structure, and on the other hand, provide technical support for the rapid prediction and assessment of the earthquake disaster loss and the implementation of the earthquake catastrophe insurance system. In particular, the research work of this paper is as follows: (1) The mode shape with the value greater than 0.01 is defined as the dominant mode of the elastic seismic response of the reticulated shell structure by using the average modal strain energy coefficient as the mode shape contribution index. Taking 20 real vibration records as input, four ground motion input cases are considered respectively: only X-direction, Y-direction, Z-direction and three-direction ground vibration are input, and the dominant mode of single-layer spherical reticulated shell and single-layer cylindrical reticulated shell is identified. On this basis, the seismic effect combination values of the dominant mode, the first 30-order and the first 250-order modes are calculated using the mode-mode decomposition reaction method and the CQC mode combination method, and compared with the time-history analysis result, so as to verify the feasibility of the identification method. (2) Based on the dominant mode of the reticulated shell structure, the ground motion intensity parameters Sa, dom (T _ 1-d, T _ 2-d,...) with more structural vibration characteristics and ground motion spectrum components can be considered at the same time. .,T_i~d,.. T _ N-d, (1)) (abbreviated as Sa, dom), the ground motion intensity parameter is expressed as the geometric weighted average of the vibration acceleration response spectrum value corresponding to each dominant mode of the structure, and the average modal strain energy coefficient of each stage dominant mode is used as the corresponding weight. In this paper,11 common ground motion intensity parameters are selected, and the correlation, validity and sufficiency of the nonlinear seismic response with the reticulated shell structure are compared with the ground motion intensity parameters proposed in this paper, and the computability of the earthquake risk of Sa and dom is discussed. (3) The selection principle and reasonable input number of the historical ground motion record in the seismic vulnerability analysis of the reticulated shell structure are determined, and 40 far field vibration records are selected from the "next generation model" strong-motion database of the Pacific Seismic Engineering Research Center to consider the ground motion uncertainty in the vulnerability analysis. In this paper, the probability distribution model of 13 random parameters in the finite element modeling of the reticulated shell structure is summarized, and the "tornadogram" of the sensitivity of 13 random parameters is obtained by single-parameter sensitivity analysis. On this basis, the global sensitivity analysis of five main random parameters is carried out by using the Sobol 'method and the Latin hypercube sampling method, and the contribution rate of each of the five parameters to the structure response is obtained. (4) From the viewpoint of the hysteretic energy consumption of the structure, The structure damage index (DIE) based on the seismic energy demand is presented, which is defined as the ratio of the seismic energy demand and the structural energy dissipation capacity, in which the seismic energy demand is the total hysteresis energy consumption of the structure during the earthquake. The method can be obtained by performing continuous wavelet transformation on the acceleration response time history of the structure, The whole process analysis of the dynamic load domain of a single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell of 18 different vector-span ratio and the roof quality is carried out, the analysis result is counted, and the probability seismic demand model of the different reticulated shell structures is established based on the damage index DIE. Based on the near-field velocity pulse-type ground motion discrimination method,40 pieces of near-field vibration with velocity pulse component are selected based on the near-field velocity pulse-type ground motion discrimination method in the literature. The displacement and axial force response of a single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell under the action of near-field velocity pulse-type ground motion are investigated, and the whole process analysis of the dynamic load domain of the reticulated shell structure is carried out, The probability seismic demand model, the probability anti-seismic capability model and the probability collapse capability model of the reticulated shell structure under the action of the near-field velocity pulse-type ground motion are established, and the results of the analysis are compared with the analysis results under the action of the remote site.
【学位授予单位】：哈尔滨工业大学
【学位级别】：博士
【学位授予年份】：2016
【分类号】：TU399;TU312.3
本文编号：2474374
[Abstract]:The latticed shell structure is one of the main structural forms of the large-span spatial grid structure, and is widely used in the infrastructure such as the comprehensive style center, the large-scale transport hub station and the terminal, the cluster-type industrial plant and the like. In our country, the earthquake disaster is serious and the large-scale latticed shell structure faces serious earthquake threat. Once the large-span space structure is damaged or collapsed, serious casualties, economic loss or social influence will be caused. The present anti-seismic design code of China adopts the thought of multi-level design, that is, the "The small earthquake is not bad, the middle shock can be repaired, the big earthquake does not fall", its essence is the prototype of the performance design, but the design thought can not take into account the damage degree of the structural or non-structural component in the small and medium-sized earthquake and the economic loss caused by the design. It is far from meeting the demands of the society and the public on the seismic performance of the structure. Based on the performance-based multi-level seismic design and the seismic risk assessment, a typical large-span spatial grid structure _ single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell are subjected to seismic vulnerability analysis. On the one hand, it can lay a theoretical foundation for the multi-level performance design of the reticulated shell structure, and on the other hand, provide technical support for the rapid prediction and assessment of the earthquake disaster loss and the implementation of the earthquake catastrophe insurance system. In particular, the research work of this paper is as follows: (1) The mode shape with the value greater than 0.01 is defined as the dominant mode of the elastic seismic response of the reticulated shell structure by using the average modal strain energy coefficient as the mode shape contribution index. Taking 20 real vibration records as input, four ground motion input cases are considered respectively: only X-direction, Y-direction, Z-direction and three-direction ground vibration are input, and the dominant mode of single-layer spherical reticulated shell and single-layer cylindrical reticulated shell is identified. On this basis, the seismic effect combination values of the dominant mode, the first 30-order and the first 250-order modes are calculated using the mode-mode decomposition reaction method and the CQC mode combination method, and compared with the time-history analysis result, so as to verify the feasibility of the identification method. (2) Based on the dominant mode of the reticulated shell structure, the ground motion intensity parameters Sa, dom (T _ 1-d, T _ 2-d,...) with more structural vibration characteristics and ground motion spectrum components can be considered at the same time. .,T_i~d,.. T _ N-d, (1)) (abbreviated as Sa, dom), the ground motion intensity parameter is expressed as the geometric weighted average of the vibration acceleration response spectrum value corresponding to each dominant mode of the structure, and the average modal strain energy coefficient of each stage dominant mode is used as the corresponding weight. In this paper,11 common ground motion intensity parameters are selected, and the correlation, validity and sufficiency of the nonlinear seismic response with the reticulated shell structure are compared with the ground motion intensity parameters proposed in this paper, and the computability of the earthquake risk of Sa and dom is discussed. (3) The selection principle and reasonable input number of the historical ground motion record in the seismic vulnerability analysis of the reticulated shell structure are determined, and 40 far field vibration records are selected from the "next generation model" strong-motion database of the Pacific Seismic Engineering Research Center to consider the ground motion uncertainty in the vulnerability analysis. In this paper, the probability distribution model of 13 random parameters in the finite element modeling of the reticulated shell structure is summarized, and the "tornadogram" of the sensitivity of 13 random parameters is obtained by single-parameter sensitivity analysis. On this basis, the global sensitivity analysis of five main random parameters is carried out by using the Sobol 'method and the Latin hypercube sampling method, and the contribution rate of each of the five parameters to the structure response is obtained. (4) From the viewpoint of the hysteretic energy consumption of the structure, The structure damage index (DIE) based on the seismic energy demand is presented, which is defined as the ratio of the seismic energy demand and the structural energy dissipation capacity, in which the seismic energy demand is the total hysteresis energy consumption of the structure during the earthquake. The method can be obtained by performing continuous wavelet transformation on the acceleration response time history of the structure, The whole process analysis of the dynamic load domain of a single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell of 18 different vector-span ratio and the roof quality is carried out, the analysis result is counted, and the probability seismic demand model of the different reticulated shell structures is established based on the damage index DIE. Based on the near-field velocity pulse-type ground motion discrimination method,40 pieces of near-field vibration with velocity pulse component are selected based on the near-field velocity pulse-type ground motion discrimination method in the literature. The displacement and axial force response of a single-layer spherical reticulated shell and a single-layer cylindrical reticulated shell under the action of near-field velocity pulse-type ground motion are investigated, and the whole process analysis of the dynamic load domain of the reticulated shell structure is carried out, The probability seismic demand model, the probability anti-seismic capability model and the probability collapse capability model of the reticulated shell structure under the action of the near-field velocity pulse-type ground motion are established, and the results of the analysis are compared with the analysis results under the action of the remote site.
【学位授予单位】：哈尔滨工业大学
【学位级别】：博士
【学位授予年份】：2016
【分类号】：TU399;TU312.3
【引证文献】
相关硕士学位论文 前1条
1 鲜晓东;基于整体可靠度的单层球面网壳静力稳定性概率设计研究[D];哈尔滨工业大学;2017年
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