PERFORMANCE STUDY OF STEEL FRAME SELF-CENTERING BRACED TUBE STRUCTURE UNDER COUPLING ACTION OF EARTHQUAKE AND WIND
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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。Abstract: Based on an auto-regressive model, the wind load time histories at different heights with return periods of one year, ten years and fifty years are simulated respectively and combined with earthquakes with different peak ground accelerations to study the performance of a 50-storey steel frame braced tube structure with pre-pressed spring self-centering energy dissipation (PS-SCED) braces. The results indicate that under the coupling action of earthquake and wind, the increase of wind load intensity has no significant effect on the interstorey drift ratio which is mainly influenced by earthquake intensity. As wind load intensity increases, the structural interstorey drift concentration factor decreases. As earthquake intensity decreases, wind load influences the structural base shear force more significantly. The difference between structural acceleration amplification coefficients under the coupling action of earthquake and wind and those solely under the earthquake is more significant with the increase of earthquake intensity. The PS-SCED braces dissipate energy sufficiently subjected to the coupling action of earthquake and wind to protect structure effectively, and the structural residual deformation is reduced obviously due to their excellent self-centering behavior.
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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
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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
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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
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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
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图 7 结构最大层间位移角均值
Figure 7. Average values of structural maximum interstorey drift ratios
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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
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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
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图 10 结构最大残余变形角均值
Figure 10. Average values of structural maximum residual deformation ratios
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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
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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/mm ②类/mm ③类/mm ④类/mm ⑤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 
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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
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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)1 2770.8 2770.8 869.3 18.6 2~10 2770.8 2770.8 893.0 19.1 11~20 2558.3 2558.3 824.5 17.7 21~30 2381.3 2381.3 767.5 16.4 31~40 1424.4 1424.4 459.1 9.8 41~50 1179.2 1179.2 380.0 8.1
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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 GM1 Borrego 1942 El Centro Array #9 6.50 56.88 硬土 GM2 Kern County 1952 LA-Hollywood Stor FF 7.36 114.62 硬土 GM3 Kern County 1952 Pasadena-CIT Athenaeum 7.36 122.65 软岩 GM4 Hollister-01 1961 Hollister City Hall 5.60 19.55 硬土 GM5 Parkfield 1966 Cholame-Shandon Array #12 6.19 17.64 软岩 GM6 San Fernando 1971 Carbon Canyon Dam 6.61 61.79 硬土 GM7 San Fernando 1971 Gormon-Oso Pump Plant 6.61 43.95 硬土
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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 R1 R10 R50 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
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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 R1 R10 R50 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
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