端板-螺栓连接含可更换剪切型耗能梁段的高强钢框筒结构抗震性能试验研究与数值分析
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1.西安建筑科技大学土木工程学院;2.中国建筑设计研究院,北京

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TU392.5

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Experimental and numerical analysis of seismic performance of high-strength steel fabricated framed-tube structure with replaceable shear link
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1.School of Civil Engineering, Xi’an University of Architecture and Technology;2.China Architecture Design &3.Research Institute, Beijing

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    摘要:

    提出了含可更换剪切型耗能梁段的高强钢框筒结构(HSS-FTS-RSL)。为了研究HSS-FTS-RSL的抗震性能,设计了2:3缩尺子结构试验试件,对其进行低周往复加载研究其破坏模式、滞回性能及耗能梁段的可更换能力。基于OpenSees建立了HSS-FTS-RSL结构的简化数值分析模型,数值分析结果与试验结果吻合良好。在此基础上建立了三种不同耗能梁段数量及布置方式的HSS-FTS-RSL整体结构简化数值模型,对其进行了非线性时程分析。结果表明: HSS-FTS-RSL子结构试件具有良好的抗震性能,在循环荷载下表现为耗能梁段的破坏;更换耗能梁段不会影响结构的抗震性能;结构在地震作用下结构变形满足规范限制要求;在构件截面尺寸相同即相同用钢量的前提下,采用高强钢可以有效降低构件的应力水平;结构最大可更换残余层间侧移角为0.41%,并且结构在大震后残余层间侧移角在0.028%~0.148%,可以实现耗能梁段的更换;基于分析结果,建议HSS-FTS-RSL结构耗能梁段采用三跨间隔布置。

    Abstract:

    High-strength steel fabricated framed-tube structure with replaceable shear link (HSS-FTS-RSL) was proposed. One 2/3 scaled sub-structure specimen of HSS-FTS-RSL was fabricated. A cyclic loading test was carried out for the specimen to study its seismic performance, including failure modes, hysteretic behaviors, and replaceable . The simplified numerical model of HSS-FTS-RSL was established by using OpenSees, and the analysis results of this model had good agreement with the test results. Three simplified numerical models of HSS-FTS-RSL with different layouts of shear links were considered to investigate their seismic performance due to the nonlinear dynamic analysis. The results show that the specimen had good seismic performance. The plasticity and failure concentrated within the shear link. The specimen could have the initial performance after replacing damage shear link. The maximum interstroy drifts could meet the demands in the seismic code under the ground motions. The high-strength steel could reduce the stress in spandrel beams and columns but not increased the amount of steel in the structures. The maximum residual story drifts were ranged from 0.028% to 0.148%, which were lower than the maximum residual story drift of 0.41% for replacing shear links obtained from the test. Considering the seismic performance and repairability of the structure, it was suggested that the shear links of HSS-FTS-RSL should be arranged in three-span interval according to the analysis results.

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历史
  • 收稿日期:2020-10-08
  • 最后修改日期:2020-12-03
  • 录用日期:2021-01-04
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