RC框架-核心筒高层隔震结构楼面加速度响应特征研究
|
摘要
以2栋设防烈度为8.5度、近断层且具有不同高度的框架-核心筒高层隔震工程案例为原型,综合考虑不同因素包括不同隔震设计方案、不同结构高度、不同屈重比的影响,基于精细有限元模型对20个设计案例进行了罕遇地震下的结构楼面加速度响应特征分析,揭示了不同因素对楼面绝对加速度峰值的影响规律。结果表明,与剪力墙高层隔震结构、框架-剪力墙高层隔震结构相类似,该类框架-核心筒高层隔震结构楼面绝对加速度峰值呈现出典型的K型分布特征,结构顶层、底部和中部点的楼面绝对加速度峰值分别为地面输入加速度峰值的59%～70%,63%～76%和18%～22%。同时需要引起重视的是,罕遇地震下28%～45%的楼层的楼面绝对加速度峰值会超过3m/s~2,可能会引起楼层重要设备的损伤。
Two high-rise RC frame-core tube isolation engineering cases with different heights in region with 8.5 degrees of seismic precautionary intensity and near faults were taken as examples. Considering the effects of different isolation design schemes, different structural heights and different yield-weight ratios, the acceleration response characteristics of 20 design cases under rare earthquakes were analyzed based on the fine finite element model to reveal the influence of different factors on the peak absolute acceleration of floors. The results show that the peak absolute acceleration of the floor of this kind of RC frame-core tube high-rise isolation structure features K-typed distribution, similar to that of shear wall high-rise isolation structure and frame-shear wall high-rise isolation structure. The peak absolute acceleration of the top, bottom and middle points of the structure is 59%～70%, 63%～76% and 18%～22% of peak ground acceleration input respectively. At the same time, attention should be paid to the fact that the peak absolute acceleration of 28%～45% floors under rare earthquakes will exceed 3 m/s~2, which may cause damage to important equipment of floors.
Two high-rise RC frame-core tube isolation engineering cases with different heights in region with 8.5 degrees of seismic precautionary intensity and near faults were taken as examples. Considering the effects of different isolation design schemes, different structural heights and different yield-weight ratios, the acceleration response characteristics of 20 design cases under rare earthquakes were analyzed based on the fine finite element model to reveal the influence of different factors on the peak absolute acceleration of floors. The results show that the peak absolute acceleration of the floor of this kind of RC frame-core tube high-rise isolation structure features K-typed distribution, similar to that of shear wall high-rise isolation structure and frame-shear wall high-rise isolation structure. The peak absolute acceleration of the top, bottom and middle points of the structure is 59%～70%, 63%～76% and 18%～22% of peak ground acceleration input respectively. At the same time, attention should be paid to the fact that the peak absolute acceleration of 28%～45% floors under rare earthquakes will exceed 3 m/s~2, which may cause damage to important equipment of floors.
引文
[1] MAHIN STEPHEN. 近期地震教训:建立更多可恢复性城市[J]. 建筑结构,2012,42(S1):1-8.
[2] 苏键,温留汉·黑沙,周福霖. 高层隔震建筑性能分析[J]. 建筑结构,2009,39(11):40-42.
[3] 张敏,陶忠,张龙飞,等. 某高层建筑隔震设计计算及分析[J]. 工程抗震与加固改造,2012, 34(5):97-101.
[4] 赵楠,马凯,李婷,等. 大底盘多塔高层隔震结构的地震响应[J]. 土木工程学报,2010,34(增刊):255-258.
[5] 刘伟庆,王曙光,林勇. 宿迁市人防指挥大楼隔震设计方法研究[J]. 建筑结构学报,2005,26(2):81-86.
[6] PAN PENG, ZAMFIRESCU DAN, NAKASHIMA MASAYOSHI, et al. Base-isolation design practice in Japan: introduction to the post-Kobe approach[J]. Journal of Earthquake Engineering, 2005, 9(1): 147-171.
[7] MIZUNO H, IIBA M, YAMAGUCHI N, et al. Shaking table testing on earthquake resistance of medical equipments: report of the building research institute[R]. Tsukuba:Building Research Institute, Ministry of Construction, 1986: No.108.
[8] 肖从真,薛彦涛,曾德民,等. 成都凯德风尚高层建筑隔震设计与研究[J]. 建筑结构,2009,39(6):93-97.
[9] 刘阳. 高层隔震结构地震响应及损伤评估研究[D]. 上海: 上海大学,2014.
[10] 赖正聪,白羽,潘文,等. 高烈度地区高层隔震剪力墙结构抗震性能地震模拟振动台试验[J]. 建筑结构,2016,46(11):72-76, 95.
[11] 沈朝勇,周福霖,黄襄云,等. 一座框剪结构办公楼的隔震设计及探讨[J]. 建筑结构,2006,36(7):11-14, 78.
[12] 周颖,陈鹏,刘璐,等. 9度区某高层酒店隔震设计及经济性分析[J]. 建筑结构,2016,46(22):59-63.
[13] 田洁,张俊发,刘云贺,等. 铅芯橡胶支座基础隔震体系参数优化配置研究[J]. 世界地震工程,2003,19(1): 158-163.
[14] 杜东升,苗启松,梁羽,等. 老旧砌体房屋加固及顶部加层隔震的理论分析及振动台试验[J]. 土木工程学报, 2013,46(8):45-54.
[15] PROVIDAKIS C P. Effect of LRB isolators and supplemental viscous dampers on seismic isolated buildings under near-fault excitations[J]. Engineering Structures, 2008, 30(5): 1187-1198.
[16] 李爱群,刘立德,曾德民,等.高烈度区近断层RC框架-核心筒高层结构隔震设计关键参数取值[J]. 东南大学学报(自然科学版),2018, 48(2): 294-302.
[17] 建筑抗震设计规范:GB 50011—2010[S]. 北京:中国建筑工业出版社,2010.
[2] 苏键,温留汉·黑沙,周福霖. 高层隔震建筑性能分析[J]. 建筑结构,2009,39(11):40-42.
[3] 张敏,陶忠,张龙飞,等. 某高层建筑隔震设计计算及分析[J]. 工程抗震与加固改造,2012, 34(5):97-101.
[4] 赵楠,马凯,李婷,等. 大底盘多塔高层隔震结构的地震响应[J]. 土木工程学报,2010,34(增刊):255-258.
[5] 刘伟庆,王曙光,林勇. 宿迁市人防指挥大楼隔震设计方法研究[J]. 建筑结构学报,2005,26(2):81-86.
[6] PAN PENG, ZAMFIRESCU DAN, NAKASHIMA MASAYOSHI, et al. Base-isolation design practice in Japan: introduction to the post-Kobe approach[J]. Journal of Earthquake Engineering, 2005, 9(1): 147-171.
[7] MIZUNO H, IIBA M, YAMAGUCHI N, et al. Shaking table testing on earthquake resistance of medical equipments: report of the building research institute[R]. Tsukuba:Building Research Institute, Ministry of Construction, 1986: No.108.
[8] 肖从真,薛彦涛,曾德民,等. 成都凯德风尚高层建筑隔震设计与研究[J]. 建筑结构,2009,39(6):93-97.
[9] 刘阳. 高层隔震结构地震响应及损伤评估研究[D]. 上海: 上海大学,2014.
[10] 赖正聪,白羽,潘文,等. 高烈度地区高层隔震剪力墙结构抗震性能地震模拟振动台试验[J]. 建筑结构,2016,46(11):72-76, 95.
[11] 沈朝勇,周福霖,黄襄云,等. 一座框剪结构办公楼的隔震设计及探讨[J]. 建筑结构,2006,36(7):11-14, 78.
[12] 周颖,陈鹏,刘璐,等. 9度区某高层酒店隔震设计及经济性分析[J]. 建筑结构,2016,46(22):59-63.
[13] 田洁,张俊发,刘云贺,等. 铅芯橡胶支座基础隔震体系参数优化配置研究[J]. 世界地震工程,2003,19(1): 158-163.
[14] 杜东升,苗启松,梁羽,等. 老旧砌体房屋加固及顶部加层隔震的理论分析及振动台试验[J]. 土木工程学报, 2013,46(8):45-54.
[15] PROVIDAKIS C P. Effect of LRB isolators and supplemental viscous dampers on seismic isolated buildings under near-fault excitations[J]. Engineering Structures, 2008, 30(5): 1187-1198.
[16] 李爱群,刘立德,曾德民,等.高烈度区近断层RC框架-核心筒高层结构隔震设计关键参数取值[J]. 东南大学学报(自然科学版),2018, 48(2): 294-302.
[17] 建筑抗震设计规范:GB 50011—2010[S]. 北京:中国建筑工业出版社,2010.