大跨空间弦支轮辐式桁架结构抗震性能及强震倒塌分析

吴金志; 李洋; 柳明亮; 孙国军; 侯宜均; 周春娟

doi:10.13206/j.gjgS23110303

大跨空间弦支轮辐式桁架结构抗震性能及强震倒塌分析

doi: 10.13206/j.gjgS23110303

吴金志¹,
李洋¹,
柳明亮^2,3,
孙国军^1, ,,
侯宜均¹,
周春娟^1,2

1. 北京工业大学城市建设学部, 北京 100124;
2. 陕西省建筑科学研究院有限公司, 西安 710082;
3. 长安大学建筑工程学院, 西安 710061

详细信息

作者简介:
吴金志,博士,教授,主要从事空间结构基础理论与结构健康监测研究。

通讯作者:
孙国军,博士,副教授,sunguojun@bjut.edu.cn。

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- 被引次数: 0
出版历程
- 收稿日期: 2023-11-03
- 网络出版日期: 2025-01-25

Seismic Performance and Strong Earthquake Collapse Analysis of Long-Span Space Suspended-Dome Spoke-Type Truss Structures

1. Department of Urban Construction, Beijing University of Technology, Beijing 100124, China;
2. Shaanxi Architecture Science Research Institute Co., Ltd., Xi'an 710082, China;
3. School of Architectural Engineering, Chang'an University, Xi'an 710061, China

摘要

摘要: 为了对大跨空间结构进行强震倒塌分析,以西安某大学的体育馆为研究对象,利用SAP 2000软件建模并对其抗震性能进行深入分析。首先对结构进行了自振特性分析,了解结构的低阶振型及自振周期。随后,通过振型分解反应谱分析,考察了该结构的抗震性能。在此基础上,重点对结构进行了弹塑性时程分析,并深入探讨了在不同峰值地震波作用下结构的塑性发展过程,根据结构的最大变形,结合塑性铰的数量及状态来判定结构是否满足指定地震荷载下的结构期望的能力目标,总结了结构的响应规律,给出了结构是否倒塌的判定方法。研究表明:该结构在8度多遇及罕遇地震作用下,均具有良好的抗震性能;在三向输入的RSN55_SFERN地震波作用下,结构在地震波峰值为1 000 cm/s²时仍未倒塌;在单向罕遇地震人工拟合地震波作用下,当Y向输入地震波峰值为1 400 cm/s²时,在7.3 s超过半数格构柱完全失效,结构的整体最大位移为2.2 m,判定结构倒塌;在三向罕遇地震人工拟合地震波作用下,当地震波的峰值为600 cm/s²时,在20.8 s主馆格构柱几乎全部失效,近半数副馆柱失效,主馆整体变形超过2.72 m,综合出铰情况和变形情况,判定此时结构倒塌;结构塑性铰分布发生在格构柱及中央主桁架弦杆上,故在探究大跨结构抗震、抗倒塌性能时必须考察多向地震波作用。
- 张弦结构 /
- 轮辐式桁架 /
- 抗震性能 /
- 弹塑性时程分析 /
- 强震倒塌分析
Abstract: In order to analyze the collapse of long-span space structures subjected to strong earthquakes, SAP 2000 software was used to model and analyze the seismic performance of a gymnasium in Xi’an University. Firstly, the natural vibration characteristics of the structure were analyzed, and the low-order mode and natural vibration period of the structure were understood. Subsequently, the seismic performance of the structure was investigated through the response spectrum analysis of mode decomposition. On this basis, the elastoplastic time-history analysis of the structure was focused on, and the plastic development process of the structure under different peak seismic waves was deeply discussed. According to the maximum deformation of the structure, combined with the number and state of plastic hinge, whether the structure could meet the expected capability target of the structure under the specified seismic load was determined, and the response laws of the structure were summarized. The method of determining whether the structure collapsed was obtained. The results showed that the structure had good seismic performance under the action of 8 degree earthquake and rarey occurred earthquakes. Under the action of three-way input RSN55_SFERN seismic wave, the structure did not collapse when the peak value of seismic wave was 1 000 cm/s². Under the action of artificial fitted seismic wave of unidirectional rarely occurred earthquakes, when the peak value of Y-direction input seismic wave was 1 400 cm/s², more than half of the lattice columns completely failed at 7.3 s, and the overall maximum displacement of the structure was 2.2 m, which indicated the collapse of the structure. Under the action of artificial fitting seismic waves of a three-way major earthquake, when the peak value of local seismic waves was 600 cm/s², almost all the lattice columns of the main library failed at 20.8 s, nearly half of the auxiliary columns failed, and the overall deformation of the main library exceeded 2.72 m. Based on the hinge and deformation conditions, the structure collapse was determined at this time. The plastic hinge distribution of the structure occurred on the lattice column and the chord member of the central main truss. It is necessary to investigate the multi-directional seismic wave action when investigating the seismic and collapse resistance performance of long-span structures.
- tension string structure /
- spoke-type truss /
- seismic performance /
- elastic-plastic time-history analysis /
- strong earthquake collapse analysis

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参考文献(16)

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