大跨异形钢连廊连体结构振动台试验研究
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摘要
为研究高烈度区大跨异形钢连廊连体结构的抗震性能,开展1/30缩尺模型的模拟地震振动台试验。通过33个工况,分析连体结构的破坏特征、动力特性、加速度、位移和应变响应。结果表明:8度多遇和设防地震作用下,连体结构未发生破坏,自振频率无明显改变,基本为弹性状态;随着地震动强度的增大,连体结构的损伤逐渐累积,自振频率逐渐下降,主楼和附楼I的加速度放大系数逐渐减小,钢连廊与附楼I连接处发生微小裂缝,钢连廊跨中的竖向加速度放大系数先减小后增大,同时钢连廊对竖向振动放大效应明显,且带有明显的扭转反应;8度罕遇地震作用下,主楼和附楼I的剪力墙、框架柱出现裂缝,钢连廊与附楼I连接处的破坏加剧,其竖向自振频率下降了3.37%。连体结构的薄弱处位于钢连廊与附楼I的连接处,该处发生局部锚固破坏。连体结构的层间位移角未超过抗震规范的限值,满足"小震不坏"和"大震不倒"的抗震设防要求。
In order to study the seismic performance of connected structures with large-span special-shaped steel corridor in high seismic intensity regions, one 1/30 scaled model structure was tested on the shaking tablet. The failure characteristics, dynamic properties, accelerations, displacements and the strains of the model structure were analyzed through 33 loading processes. The experimental results show that under the frequent and moderate intensity levels of degree 8, the connected structure suffers no significant damage and its natural frequency does not change obviously indicating it remains nearly elastic. As the increase of the ground motion intensity, damage gradually accumulated, the natural frequency descended, and the acceleration amplification factors of the main building as well as the affiliated building I decreased accordingly. And small cracks occurred at the junction of the steel corridor and the affiliated building I. The vertical acceleration amplification factor of the steel corridor in the mid-span first decreased and then increased. The vertical vibration of the steel corridor was amplified obviously with obvious torsion effect. Under the rare intensity level of degree 8, some cracks occurred in the shear wall and the frame columns of the main building and the affiliated building I. Damage at the junction between the steel corridor and the affiliated building I continued to aggravate. And the vertical frequency of the steel corridors decreased nearly 3.37%. The weak part of the connected structure exists at the junction between the steel corridor and the affiliated building I, in which anchoring damage occurs. The inter-story drift ratios of the connected structure do not exceed the limit of the current seismic code, and the requirements of no damage and no collapse can be met when under frequent and rare seismic intensity levels.
In order to study the seismic performance of connected structures with large-span special-shaped steel corridor in high seismic intensity regions, one 1/30 scaled model structure was tested on the shaking tablet. The failure characteristics, dynamic properties, accelerations, displacements and the strains of the model structure were analyzed through 33 loading processes. The experimental results show that under the frequent and moderate intensity levels of degree 8, the connected structure suffers no significant damage and its natural frequency does not change obviously indicating it remains nearly elastic. As the increase of the ground motion intensity, damage gradually accumulated, the natural frequency descended, and the acceleration amplification factors of the main building as well as the affiliated building I decreased accordingly. And small cracks occurred at the junction of the steel corridor and the affiliated building I. The vertical acceleration amplification factor of the steel corridor in the mid-span first decreased and then increased. The vertical vibration of the steel corridor was amplified obviously with obvious torsion effect. Under the rare intensity level of degree 8, some cracks occurred in the shear wall and the frame columns of the main building and the affiliated building I. Damage at the junction between the steel corridor and the affiliated building I continued to aggravate. And the vertical frequency of the steel corridors decreased nearly 3.37%. The weak part of the connected structure exists at the junction between the steel corridor and the affiliated building I, in which anchoring damage occurs. The inter-story drift ratios of the connected structure do not exceed the limit of the current seismic code, and the requirements of no damage and no collapse can be met when under frequent and rare seismic intensity levels.
引文
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[2]陈尚鸿,祁皑,王素裹,等.多维多点输入下大跨度连体高层结构地震反应振动台阵试验研究[J].工程力学,2014,31(6):212-217(Chen Shanghong,Qi Ai,Wang Shuguo,et al.Experimental study of long-span connected structure under multi-dimensional and multi-supported earthquake excitations[J].Engineering Mechanics,2014,36(6):212-217(in Chinese))
[3]陈伟军,刘永添,苏艳桃.带连廊高层建筑连接方式设计研究[J].建筑结构学报,2009,30(S1):73-76(Chen Weijun,Liu Yongtian,Su Yantao.Research on jointing method for high-rise building with connected corridor[J]Journal of Building Structures,2009,30(S1):73-76(in Chinese))
[4]徐自国,肖从真,廖宇飚,等.北京当代MOMA隔震连体结构的整体分析[J].土木工程学报,2008,41(3):53-57(Xu Ziguo,Xiao Chongzheng,Liao Yubiao,et al.Analysis of the seismic-isolated connected structures for MOMA[J].China Civil Engineering Journal,2008,41(3):53-57(in Chinese))
[5]肖从真,杜义欣,康志宏,等.丽泽SOHO双塔复杂连体超限高层结构体系研究[J].建筑结构学报,2016,37(2):11-18(Xiao Chongzhen,Du Yixin,Kang Zhihong,et al.Research on structural system of LEEZA SOHOtall building with complicated connected twin-tower[J].Journal of Building Structures,2016,37(2):11-18(in Chinese))
[6]Lee Dong-Guen,Kim Hyun-Su,Ko Hyun.Evaluation of coupling-control effect of a sky-bridge for adjacent tall buildings[J].Structural Design of Tall&Special Buildings,2012,21(5):311-328
[7]李永双,肖从真,金林飞,等.结构高位连桥支座位移分析及控制研究[J].土木工程学报,2013,46(12):1-8(Li Yongshuang,Xiao Chongzhen,Jin Linfei,et al.Displacement analysis and control study on support of high-rise structures connected with high corridor[J].China Civil Engineering Journal,2013,46(12):1-8(in Chinese))
[8]潘毅,刘宜丰,秦楠,等.成都市规划展览馆辅楼抗连续倒塌评估(I)-基于概念设计的线性静力分析[J].土木工程学报,2012,45(S1):177-181(Pan Yi,Liu Yifeng,Qian Nan,et al.Progressive collapse resistance analysis on annex building of Chengdu urban planning exhibition hall Part I:Linear static analysis based on conceptual design[J].China Civil Engineering Journal,2012,45(S1):177-181.(in Chinese))
[9]Sun Huangsheng,Liu Mohan,Zhu Hongping.Connecting parameters optimization on unsymmetrical twin-tower structure linked by sky-bridge[J].Journal of Central South University,2014,21(6):2460-2468
[10]Zhu Hongping,Ge Dongdong,Huang Xiao.Optimum connecting dampers to reduce the seismic responses of parallel structures[J].Journal of Sound&Vibration,2011,49(9):1931-1949
[11]Zhou Ying,Lu Xiling,Lu Wensheng,et al.Study on the seismic performance of a multi-tower connected structure[J].Structural Design of Tall&Special Buildings,2011,20(3):387-401
[12]律清,卢文胜,吕西林,等.采用被动控制的四塔连体结构振动台试验研究[J].建筑结构学报,2017,38(3):46-57(Lu Qing,Lu Wensheng,Lu Xilin,et al.Shaking table test of four-tower connected structure with passive control[J].Journal of Building Structures,2017,38(3):46-57(in Chinese))
[13]GB 50011-2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB 50011-2010 Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[14]JG J101-2015建筑抗震试验方法规程[S].北京:中国建筑工业出版社,2015(JG J101-2015 Specificating of testing methods for earthquake resisting building[S].Beijing:China Architecture&Building Press,2015(in Chinese))
[15]黄思凝,郭迅,张敏政,等.钢筋混凝土结构小比例尺模型设计方法及相似性研究[J].土木工程学报,2012,45(7):31-38(Huang Sining,Guo Xun,Zhang Minzheng,et al.Study of design method and similitude for small-scale reinforced concrete structural models[J].China Civil Engineering Journal,2012,45(7):31-38(in Chinese))