西安建筑科技大学学报(自然科学版)

以实际工程为背景建立了附设黏滞阻尼器的框架 - 核心筒结构弹塑性模型.为研究不同地震峰值加速度对黏滞阻尼器耗能效率的影响以及结构减震效率的变化规律,采用7条地震波调整其峰值加速度进行弹塑性动力时程分析.主要讨论了结构的楼层剪力、倾覆力矩、层间位移角、以及结构各部分耗能随地震峰值加速度提高的变化规律.结果表明:多遇地震下结构响应的减幅最大,随着地震强度的提高结构响应的减幅逐渐降低; 阻尼器耗能随地震作用的增加呈线性增长,但阻尼器耗能与地震输入能量的比值在不断降低,导致结构减震效果下降; 地震作用下,黏滞阻尼器为结构提供耗能,减小了结构自身的塑性耗能,对结构起到了保护作用.

Based on the actual engineering background, the elastoplastic model of the frame-core tube structure with viscous damper was established. In order to study the influence of different seismic peak accelerations on the energy dissipation efficiency of viscous dampers and the variation rule of structural damping efficiency, the elastic-plastic dynamic time-history analysis was carried out by using 7 seismic waves to adjust the peak accelerations. The changes of floor shear force, overturning moment, inter-storey displacement angle and the energy dissipation of each part of the structure were discussed with the increase of the peak acceleration.The results show that the damping amplitude of structural response is the largest in frequent earthquakes, and decreases with the increase of seismic intensity. The energy dissipation of the damper increases significantly with the increase of earthquake action, but the ratio of the energy dissipation of the damper to the earthquake input energy decreases continuously, which leads to the decrease of the damping effect of the structure. Under the action of earthquake, viscous damper provides energy dissipation for the structure, reduces the hysteretic energy dissipation of the structure itself, and plays a protective role for the structure.

引言
1 计算模型概况与地震波选择
2 弹塑性动力时程分析
3 结构减震分析
4 减震结构耗能分析
5 结论

图1 结构平面图及立面布置<br/>Fig.1 Structural plan and elevation layout

图1 结构平面图及立面布置
Fig.1 Structural plan and elevation layout

图2 阻尼器布置方式<br/>Fig.2 The arrangement of dampers

图2 阻尼器布置方式
Fig.2 The arrangement of dampers

图3 规范谱与反应谱对比图<br/>Fig.3 Contrast of standard spectrum and reaction spectrum

图3 规范谱与反应谱对比图
Fig.3 Contrast of standard spectrum and reaction spectrum

表1 地震动基本信息<br/>Tab.1 Ground motion basic information

表1 地震动基本信息
Tab.1 Ground motion basic information

图4 地震响应对比图<br/>Fig.4 Comparison of seismic responses

图4 地震响应对比图
Fig.4 Comparison of seismic responses

图5 楼层剪力与基底剪力比值<br/>Fig.5 Ratio of floor shear to base shear

图5 楼层剪力与基底剪力比值
Fig.5 Ratio of floor shear to base shear

图6 倾覆力矩分配关系<br/>Fig.6 Overturning moment distribution relation

图6 倾覆力矩分配关系
Fig.6 Overturning moment distribution relation

表2 核心筒倾覆弯矩及底部剪力墙最大拉力<br/>Tab.2 Overturning moment of core tube and maximum tension of bottom shear wall

表2 核心筒倾覆弯矩及底部剪力墙最大拉力
Tab.2 Overturning moment of core tube and maximum tension of bottom shear wall

表3 不同地震峰值加速度下结构响应减幅<br/>Tab.3 Structural response attenuation under different peak acceleration

表3 不同地震峰值加速度下结构响应减幅
Tab.3 Structural response attenuation under different peak acceleration

图7 减震效率对比图<br/>Fig.7 Comparison of damping efficiency

图7 减震效率对比图
Fig.7 Comparison of damping efficiency

图8 黏滞阻尼器出力<br/>Fig.8 Viscous damper output

图8 黏滞阻尼器出力
Fig.8 Viscous damper output

图9 黏滞阻尼器最大变形<br/>Fig.9 Maximum deformation of viscous damper

图9 黏滞阻尼器最大变形
Fig.9 Maximum deformation of viscous damper

图10 黏滞阻尼器的滞回曲线<br/>Fig.10 The hysteretic loop of viscous damper

图10 黏滞阻尼器的滞回曲线
Fig.10 The hysteretic loop of viscous damper

图11 黏滞阻尼器耗能时程曲线<br/>Fig.11 Viscous damper energy dissipation time history curve

图11 黏滞阻尼器耗能时程曲线
Fig.11 Viscous damper energy dissipation time history curve

表4 附加阻尼比计算<br/>Tab.4 Calculation of additional damping ratio

表4 附加阻尼比计算
Tab.4 Calculation of additional damping ratio

图12 阻尼器耗能与地震输入能量<br/>Fig.12 Dampers dissipate energy and earthquake input energy

图12 阻尼器耗能与地震输入能量
Fig.12 Dampers dissipate energy and earthquake input energy

图13 结构各部分耗能分布<br/>Fig.13 The energy distribution of each part of the structure

图13 结构各部分耗能分布
Fig.13 The energy distribution of each part of the structure

图14 结构各类构件耗能占比<br/>Fig.14 Energy consumption proportion of various structural components

图14 结构各类构件耗能占比
Fig.14 Energy consumption proportion of various structural components

表5 连梁耗能对比<br/>Tab.5 Comparison of energy consumption of continuous beam

表5 连梁耗能对比
Tab.5 Comparison of energy consumption of continuous beam

[1]吕西林. 复杂高层建筑结构抗震理论与应用[M]. 北京:科学技术出版社,2017.
[2]白国良,楚留声,李晓文. 高层框架 - 核心筒结构抗震防线问题研究[J]. 西安建筑科技大学学报(自然科学版),2007,39(4):445-450.
[3]丁洁民,吴宏磊. 黏滞阻尼器技术工程设计与应用[M]. 北京:中国建筑工业出版社,2017.
[4]JEREMIAH C. Application of damping in high-rise building [D]. Boston:Massachusetts Institute of Technology, 2006.
[5]SMITH R. WILLFORD M.The damped outrigger concept for tall buildings[J].The Structural Design of Tall and Special Buildings.2007, 16,501-517.
[6]吴宏磊,丁洁民,崔剑桥,等. 超高层建筑结构加强层耗能减震技术及连接节点设计研究[J].建筑结构学报,2014,35(3):8-15.
[7]吴宏磊,陈长嘉,丁洁民,等. 黏滞阻尼器在超高层建筑中的应用研究[J].建筑结构学报,2016,37(S1):39-47.
[8]丁洁民,王世玉,吴宏磊. 黏滞阻尼伸臂桁架在超高层结构中的应用研究[J].建筑结构学报,2016,37(S1):48-54.
[9]周建龙.超高层建筑结构设计与工程实践[M].上海:同济大学出版社,2017.
[10]NAISH D.Testing and modeling of reinforced concrete coupling beams[D]. Los Angeles,CA:University of California,2010:130-135.
[11]CHANG G A, MANDER J B. Seismic energy based fatigue damage analysis of bridge columns: part 1-evaluation of seismic capacity[M]. Buffalo, NY: National Center for Earthquake Engineering Research,1994.
[12]韩小雷,陈学伟,林生逸,等. 基于纤维模型的超高层钢筋混凝土结构弹塑性时程分析[J].建筑结构,2010,40(2):13-16.
[13]JIANG Huanjun,FU Bo,LIU Laoer,et al. Study on seismic performance of a super-tall steel-concrete hybrid structure[J].The Structural Design of Tall and Special Buildings,2014,23(5):334-349.
[14]吕大刚,周洲,王丛,等. 考虑巨震的四级地震设防水平一致风险导向定义与决策分析[J].土木工程学报,2018,51(11):41-52.
[15]苏宁粉,周颖,吕西林,等. 增量动力分析中地震动强度参数的有效性研究[J].西安建筑科技大学学报(自然科学版),2016,48(6):846-852.
[16]翁大根,李超,胡岫岩,等.减震结构基于模态阻尼耗能的附加有效阻尼比计算[J]. 土木工程学报,2016,49(S1):19-24,31.

备注

引言

1 计算模型概况与地震波选择

2 弹塑性动力时程分析

3 结构减震分析

4 减震结构耗能分析

5 结论

期刊信息