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地震-风耦合作用下钢框架-自复位支撑筒结构性能研究

徐龙河 刘媛媛 谢行思

徐龙河, 刘媛媛, 谢行思. 地震-风耦合作用下钢框架-自复位支撑筒结构性能研究[J]. 工程力学, 2022, 39(11): 186-195. doi: 10.6052/j.issn.1000-4750.2021.07.0517
引用本文: 徐龙河, 刘媛媛, 谢行思. 地震-风耦合作用下钢框架-自复位支撑筒结构性能研究[J]. 工程力学, 2022, 39(11): 186-195. doi: 10.6052/j.issn.1000-4750.2021.07.0517
XU Long-he, LIU Yuan-yuan, XIE Xing-si. PERFORMANCE STUDY OF STEEL FRAME SELF-CENTERING BRACED TUBE STRUCTURE UNDER COUPLING ACTION OF EARTHQUAKE AND WIND[J]. Engineering Mechanics, 2022, 39(11): 186-195. doi: 10.6052/j.issn.1000-4750.2021.07.0517
Citation: XU Long-he, LIU Yuan-yuan, XIE Xing-si. PERFORMANCE STUDY OF STEEL FRAME SELF-CENTERING BRACED TUBE STRUCTURE UNDER COUPLING ACTION OF EARTHQUAKE AND WIND[J]. Engineering Mechanics, 2022, 39(11): 186-195. doi: 10.6052/j.issn.1000-4750.2021.07.0517

地震-风耦合作用下钢框架-自复位支撑筒结构性能研究

doi: 10.6052/j.issn.1000-4750.2021.07.0517
基金项目: 国家自然科学基金项目(52078036,52125804)
详细信息
    作者简介:

    刘媛媛(1998−),女,四川人,硕士生,主要从事结构抗震研究(E-mail: 19121075@bjtu.edu.cn)

    谢行思(1992−),男,河北人,博士后,主要从事结构抗震研究(E-mail: 98930237@bjtu.edu.cn)

    通讯作者:

    徐龙河(1976−),男,黑龙江人,教授,博士,博导,主要从事结构抗震与健康监测研究(E-mail: lhxu@bjtu.edu.cn)

  • 中图分类号: TU355

PERFORMANCE STUDY OF STEEL FRAME SELF-CENTERING BRACED TUBE STRUCTURE UNDER COUPLING ACTION OF EARTHQUAKE AND WIND

  • 摘要: 基于自回归模型分别模拟重现期为1年、10年和50年下不同高度处的风荷载时程,并与不同峰值加速度的地震动记录进行组合,对一布置预压碟簧自复位耗能(PS-SCED)支撑的50层钢框架-自复位支撑筒结构在地震-风耦合作用下的性能进行研究。结果表明:在地震-风耦合作用下,风荷载强度的增大对结构层间位移角的增大效果并不显著,结构层间位移角主要由地震动强度控制;风荷载强度越大,结构层间变形集中程度越小;地震动强度越小,风荷载对结构基底剪力影响越显著;地震动强度越大,地震-风耦合作用下结构各层加速度放大系数与地震单独作用下的结果差异越显著;PS-SCED支撑在地震-风耦合作用下能充分发挥耗能能力,有效保护主体结构,其良好的自复位特性能有效减小结构的残余变形。
  • 图  1  钢框架-PS-SCED支撑筒结构平面图

    Figure  1.  Plan view of steel frame-PS-SCED braced tube structure

    图  2  PS-SCED支撑构造及滞回曲线

    Figure  2.  Configuration and hysteretic curve of PS-SCED brace

    图  3  钢框架-PS-SCED支撑筒结构数值模型

    Figure  3.  Numerical model of steel frame-PS-SCED braced tube structure

    图  4  两作用点处的模拟脉动风速时程曲线

    Figure  4.  Simulated fluctuating wind speed time history curves of two loading points

    图  5  两作用点处的模拟脉动风速谱与目标谱对比

    Figure  5.  Comparisons between simulated fluctuating wind speed spectra and target spectra of two loading points

    图  6  地震动记录加速度反应谱

    Figure  6.  Acceleration spectra of earthquake records

    图  7  结构最大层间位移角均值

    Figure  7.  Average values of structural maximum interstorey drift ratios

    图  8  GM2地震动分别耦合1年和50年重现期风荷载作用下PS-SCED支撑滞回曲线

    Figure  8.  Hysteretic curves of PS-SCED braces under GM2 earthquake coupled wind loadings with return periods of 1 year and 50 years respectively

    图  9  结构耗能分配及PS-SCED支撑耗能占比

    Figure  9.  Distribution of structural energy dissipation and the energy dissipation proportions of PS-SCED braces

    图  10  结构最大残余变形角均值

    Figure  10.  Average values of structural maximum residual deformation ratios

    图  11  PS-SCED支撑筒承担剪力占比

    Figure  11.  Proportions of shear force borne by PS-SCED braced tube

    图  12  结构加速度放大系数均值

    Figure  12.  Average values of structural acceleration amplification coefficients

    表  1  梁截面信息

    Table  1.   Cross-sectional information of beams

    层号①类/mm②类/mm③类/mm④类/mm⑤类/mm次梁/mm
    1~19 HN850×300 HN800×300 HN750×300 HN700×300 HN500×200 HN400×150
    20~30 HN700×300 HN700×300 HN700×300 HN700×300 HN500×200 HN400×150
    31~50 HN638×202 HN638×202 HN638×202 HN638×202 HN500×200 HN400×150
    下载: 导出CSV

    表  2  柱截面信息

    Table  2.   Cross-sectional information of columns

    层号支撑筒角柱/mm支撑筒边柱/mm支撑筒内柱/mm外框架柱/mm
    1~10□1090×1090×100×100□660×660×38×38□630×630×28×28□890×890×69×69
    11~19□905×905×78×78□630×630×28×28□630×630×28×28□790×790×47×47
    20□890×890×69×69□630×630×28×28□630×630×28×28□790×790×47×47
    21~30□790×790×47×47□630×630×28×28□575×575×24×24□660×660×38×38
    31~40□660×660×38×38□575×575×24×24□420×420×16×16□630×630×28×28
    41~50□630×630×28×28□575×575×24×24□420×420×16×16□575×575×24×24
    下载: 导出CSV

    表  3  PS-SCED支撑设计参数

    Table  3.   Design parameters of PS-SCED braces

    层号预压力/kN摩擦力/kN第一刚度K1/
    (kN/mm)
    第二刚度K2/
    (kN/mm)
    12770.82770.8869.318.6
    2~102770.82770.8893.019.1
    11~202558.32558.3824.517.7
    21~302381.32381.3767.516.4
    31~401424.41424.4459.19.8
    41~501179.21179.2380.08.1
    下载: 导出CSV

    表  4  地震动记录信息

    Table  4.   Information of the earthquake records

    序号事件年份/年站台震级震中距/km场地类型
    GM1Borrego1942El Centro Array #96.5056.88硬土
    GM2Kern County1952LA-Hollywood Stor FF7.36114.62硬土
    GM3Kern County1952Pasadena-CIT Athenaeum7.36122.65软岩
    GM4Hollister-011961Hollister City Hall5.6019.55硬土
    GM5Parkfield1966Cholame-Shandon Array #126.1917.64软岩
    GM6San Fernando1971Carbon Canyon Dam6.6161.79硬土
    GM7San Fernando1971Gormon-Oso Pump Plant6.6143.95硬土
    下载: 导出CSV

    表  5  结构层间变形集中系数均值

    Table  5.   Average values of structural interstorey drift concentration factor

    地震动强度风荷载强度
    R1R10R50
    小震 2.27 1.87 1.73
    中震 2.54 2.25 2.09
    大震 2.36 2.18 2.10
    巨震 2.32 2.15 2.08
    下载: 导出CSV

    表  6  结构最大基底剪力均值

    Table  6.   Average values of structural maximum base shear force /kN

    地震动强度风荷载强度
    R1R10R50
    小震 11 604.3 14 199.7 16 115.5
    中震 23 614.7 24 991.4 25 875.0
    大震 31 020.0 32 724.9 34 462.7
    巨震 38 512.0 39 701.3 41 220.4
    下载: 导出CSV
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出版历程
  • 收稿日期:  2021-07-09
  • 修回日期:  2021-09-14
  • 网络出版日期:  2021-09-18
  • 刊出日期:  2022-11-01

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