西安建筑科技大学学报(自然科学版)

组合楼板效应对带低屈服点钢耗能梁段高强钢框筒结构滞回性能影响分析

罗子棋¹,连鸣^1,2,苏明周^1,2,张浩^1,2

(1.西安建筑科技大学土木工程学院,陕西西安 710055; 2.西安建筑科技大学结构工程与抗震教育部重点实验室,陕西西安 710055)

Analysis of the influence of composite floor slab effect on hysteretic behavior of high strength steel frame-tube structure with low yield point shear link

LUO Ziqi¹, LIAN Ming^1,2, SU Mingzhou^1,2, ZHANG Hao^1,2

(1.School of Civil Engineering, Xi'an Univ. of Arch. & Tech., Xi'an 710055, China; 2.Key Lab of Structural Engineering and Earthquake Resistance,Ministry of Education(XAUAT),Xi'an 710055,China)

Keywords：RC slab combination effect; shear link; steel frame tube; hysteretic behavior

DOI: 10.15986/j.1006-7930.2022.04.014

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参考文献

含剪切型耗能梁段高强钢框筒结构(简称HSS-FTS-RSL)具有良好的抗侧、抗扭刚度以及耗能能力,为研究楼板组合效应对结构抗震性的影响,针对大震下楼板过早与裙梁脱开问题,提出了相应构造措施加以改善.采用ABAQUS建立HSS-FTS-RSL子结构模型进行滞回分析,以连接件构造措施、楼板厚度、混凝土强度和耗能梁段长度为参数,分析其对子结构滞回性能的影响规律.结果表明:设置T型连接件可以在裙梁错动位移较大时延缓栓钉从RC楼板中拔出,并且T型连接件腹板宜沿跨度方向布置; 考虑楼板组合效应可以提升结构的初始刚度和承载力,楼板越厚、混凝土强度越高以及耗能梁段越短,提升幅度越大,但楼板的存在会一定程度上限制耗能梁段的转角,从而影响耗能梁段的塑性发展; 基于分析结果,提出了设计建议:耗能梁段长度不宜过长也不宜过短,耗能梁段长度比取值范围宜在0.95～1.25内,在满足结构性能需求及连接件构造要求的前提下,尽量选择厚度较薄的楼板,且混凝土强度等级不宜超过C30.

High-strength steel frame tube structure with replaceable low yield point shear link(HSS-FTS-RLYPSL)has good lateral and torsional stiffness and energy dissipation capacity. To study the influence of RC slab combination effect on the seismic resistance behavior of the structure, the corresponding structural measures are put forward to improve the premature separation of the RC slab and the spandrel beam under rare earthquake. The HSS-FTS-RSL substructure model is established by ABAQUS for hysteretic anaysis, and the structural measures of connectors, the thickness of the RC slab, the concrete strength and the length of the shear link are used as parameters to analyze their influence on the hysteretic performance of the substructure. The results show that the setting of T-shape Connector can delay the pull-out of studs from RC slab when the displacement of spandrel beam is large, and the web plate of T-shape should be arranged along the span direction. Considering the RC slab combination effect can effectively improve the initial stiffness and bearing capacity of the structure, the thicker the RC slab, the higher the concrete strength and the shorter the shear link, the greater the lifting amplitude. However, the existence of the RC slab will limit the rotation angle of the shear link to a certain extent, thus affecting the plastic development of the shear link. Based on the analysis results, the design suggestions are put forward: the length of the shear link should not be too long or too short, and the length ratio of the shear link should be in the range of 0.95 ～ 1.25. On the premise of meeting the structural performance requirements and the structural requirements of the connector, and the thinner RC slab should be selected as far as possible, and the concrete strength grade should not exceed C30.

引言
1 有限元模型建立及验证
2 连接件构造
3 参数分析
4 结论

图1 HSS-FTS-RSL示意图<br/>Fig.1 Schematic diagram of HSS-FTS-RSL

图1 HSS-FTS-RSL示意图
Fig.1 Schematic diagram of HSS-FTS-RSL

图2 BASE模型网格划分<br/>Fig.2 Modeling grids of BASE

图2 BASE模型网格划分
Fig.2 Modeling grids of BASE

表1 低屈服点钢本构参数<br/>Tab.1 Constitutive parameters of low yield point steel

表1 低屈服点钢本构参数
Tab.1 Constitutive parameters of low yield point steel

表2 混凝土本构参数<br/>Tab.2 Constitutive parameters of concrete

表2 混凝土本构参数
Tab.2 Constitutive parameters of concrete

图3 破坏模式对比<br/>Fig.3 Comparison of failure modes

图3 破坏模式对比
Fig.3 Comparison of failure modes

表3 性能指标对比<br/>Tab.3 Comparison of performance indexes

表3 性能指标对比
Tab.3 Comparison of performance indexes

图4 滞回曲线和骨架曲线对比<br/>Fig.4 Comparison of hysteresis and skeleton curve

图4 滞回曲线和骨架曲线对比
Fig.4 Comparison of hysteresis and skeleton curve

图5 T型连接件示意图<br/>Fig.5 Schematic diagram of T-shape connector

图5 T型连接件示意图
Fig.5 Schematic diagram of T-shape connector

表4 BASE模型构件尺寸(单位:mm)<br/>Tab.4 Component size of BASE model(Units:mm)

表4 BASE模型构件尺寸(单位:mm)
Tab.4 Component size of BASE model(Units:mm)

表5 S系列模型参数(单位:mm)<br/>Tab.5 Design parameters of S models(Units:mm)

表5 S系列模型参数(单位:mm)
Tab.5 Design parameters of S models(Units:mm)

表6 各系列模型设计参数(单位:mm)<br/>Tab.6 Design parameters of series models(Units:mm)

表6 各系列模型设计参数(单位:mm)
Tab.6 Design parameters of series models(Units:mm)

表7 橡胶本构参数<br/>Tab.7 Constitutive parameters of rubber

表7 橡胶本构参数
Tab.7 Constitutive parameters of rubber

图6 S系列模型滞回曲线<br/>Fig.6 Hysteresis curve of S series model

图6 S系列模型滞回曲线
Fig.6 Hysteresis curve of S series model

图7 层间位移角2.18%时竖向位移响应<br/>Fig.7 Vertical displacement when interstory drifts is 2.18%

图7 层间位移角2.18%时竖向位移响应
Fig.7 Vertical displacement when interstory drifts is 2.18%

图8 层间位移角1.09%时混凝土损伤<br/>Fig.8 Concrete damage when interstory drifts is 1.09%

图8 层间位移角1.09%时混凝土损伤
Fig.8 Concrete damage when interstory drifts is 1.09%

图9 层间位移角3.82%时连接件等效塑性应变<br/>Fig.9 Equivalent plastic strain of connector when interstory drifts is 3.82%

图9 层间位移角3.82%时连接件等效塑性应变
Fig.9 Equivalent plastic strain of connector when interstory drifts is 3.82%

图10 BASE模型RC楼板破坏模式<br/>Fig.10 Failure modes of RC floor slab in BASE model

图10 BASE模型RC楼板破坏模式
Fig.10 Failure modes of RC floor slab in BASE model

表8 各系列模型RC楼板发展阶段<br/>Tab.8 RC floor slab in development stage of series models

表8 各系列模型RC楼板发展阶段
Tab.8 RC floor slab in development stage of series models

图11 各系列模型滞回曲线<br/>Fig.11 Hysteresis curves of series models

图11 各系列模型滞回曲线
Fig.11 Hysteresis curves of series models

图12 各系列模型骨架曲线<br/>Fig.12 Skeleton curves of series models

图12 各系列模型骨架曲线
Fig.12 Skeleton curves of series models

图13 各系列模型刚度退化曲线<br/>Fig.13 Stiffness degeneration curves of series models

图13 各系列模型刚度退化曲线
Fig.13 Stiffness degeneration curves of series models

表9 各系列模型初始刚度和承载力<br/>Tab.9 Initial stiffness and bearing capacity of series models

表9 各系列模型初始刚度和承载力
Tab.9 Initial stiffness and bearing capacity of series models

图14 耗能梁段滞回曲线<br/>Fig.14 Hysteresis curves of shear link

图14 耗能梁段滞回曲线
Fig.14 Hysteresis curves of shear link

图15 各系列模型累计耗能<br/>Fig.15 Accumulated energy dissipation of series models

图15 各系列模型累计耗能
Fig.15 Accumulated energy dissipation of series models

图16 各系列模型等效粘滞阻尼系数<br/>Fig.16 Equivalent viscous damping coefficients of series models

图16 各系列模型等效粘滞阻尼系数
Fig.16 Equivalent viscous damping coefficients of series models

[1]张浩,连鸣,苏明周,等.带可更换低屈服点耗能梁段-端板连接的钢框筒结构抗震性能试验研究[J].土木工程学报,2020,53(7):28-42.
[2]ZHANG HAO, SU Mingzhou, LIAN Ming, et al. Experimental and numerical study on the seismic behavior of high-strength steel framed-tube structures with end-plate-connected replaceable shear links[J]. Engineering Structures,2020,223:111-172.
[3]连鸣,李浩翔,莫文茹,等.可更换剪切型耗能梁段-高强钢框筒结构滞回性能数值分析[J].建筑结构,2020,50(1):83-90.
[4]聂建国,李一昕,陶慕轩,等.新型抗拔不抗剪连接件抗拔性能试验[J].中国公路学报,2014,27(4):38-45.
[5]聂建国,马原.抗拔不抗剪栓钉连接件抗拔性能试验研究[J].特种结构,2015,32(3):6-12.
[6]马原. 组合结构栓钉连接件抗拔性能研究[D].北京:清华大学,2015.
[7]苏庆田,苏航,吴飞.橡胶-焊钉组合连接件对钢-混组合梁受力性能影响分析[J].同济大学学报(自然科学版),2021,49(8):1079-1087.
[8]中华人民共和国住房和城乡建设部. 混凝土结构设计规范: GB 50010—2010[S]. 北京: 中国建筑工业出版社, 2015.
[9]冯啸天. 带抗拔不抗剪连接件的组合钢板剪力墙结构抗震性能试验与理论研究[D].西安:西安建筑科技大学,2019.
[10]中华人民共和国住房和城乡建设部. 建筑抗震试验方法规程: JGJ 101—2015[S]. 北京: 中国建筑工业出版社, 2015.
[11]张谨,龚敏锋.混凝土损伤变量及评价标准在抗震性能化设计中的应用[J/OL].建筑结构. https://doi.org/10.19701/j.jzjg.LS210340
[12]陶慕轩,聂建国.考虑楼板空间组合效应的组合框架体系纤维模型[J].建筑结构学报,2013,34(11):1-9.

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期刊信息

西安建筑科技大学学报(自然科学版)
（1957年创刊双月刊）

主管单位：陕西省教育厅

主办单位：西安建筑科技大学

主　　编：刘加平（院士）

副主编：史庆轩（常务）闫增峰

国内刊号：CN61-1295/TU

I S S N：1006-7930

地　　址：西安市雁塔路中段13号

国内发行：西安建筑科技大学学报编辑部

国外发行：中国出版对外贸易总公司

编辑出版：西安建筑科技大学学报编辑部

备注

引言

1 有限元模型建立及验证

2 连接件构造

3 参数分析

4 结论

期刊信息