屈曲约束偏心支撑—钢交错桁架结构的抗震性能分析
发布时间：2018-11-26 15:19
【摘要】：钢交错桁架结构体系的研究近年来备受国内外工程界以及学术界的关注,该体系采用的是平面桁架体系,抗侧刚度好,自重轻,施工速度快,造价低且绿色环保。国内外大部分的研究都是受力和传力途径及利用有限元分析和试验分析进行了横向抗震性能和一些相关影响因素的研究,但是钢交错桁架结构体系的纵向抗侧刚度比其横向抗侧刚度小很多,这不利于该结构体系的整体抗震能力,所以合理适当的纵向抗侧刚度与横向抗侧刚度相比同等重要,是该结构整体抗震的重要环节之一,然而国内外对此所做的研究甚少。本文基于此问题,参考国内外已有的相关规范及前人所做的研究成果,运用SAP2000有限元分析软件,建立钢交错桁架结构模型,在钢交错桁架结构的纵向适当的布置屈曲约束偏心支撑,增加纵向抗侧刚度,用以增强结构的整体抗震能力。本文采用SAP2000有限元分析软件建立了交错桁架结构、纵向布置两种不同偏心支撑形式的结构及纵向布置屈曲约束偏心支撑的结构,对所建模型进行模态分析,对比分析其基本动力特性;然后对原结构、普通偏心支撑结构及屈曲约束偏心支撑结构进行反应谱分析及多遇地震下的时程分析,分析其地震反应参数;最后对普通偏心支撑结构和屈曲约束偏心支撑结构进行罕遇地震下的时程分析,对比两种结构在罕遇地震作用下的地震反应。经过对比分析可知:合理的支撑布置方式对结构刚度的提高更有效;在弹性阶段,增加支撑后,结构的刚度明显增加,地震反应也明显减小,但是屈曲约束偏心支撑与耗能梁段尚未产生塑性变形,没有发挥耗能作用,所以弹性阶段的屈曲约束支撑与普通支撑无异,仅仅是为结构提供抗侧刚度;弹塑性阶段,屈曲约束支撑与耗能梁段产生塑性变形,二者共同耗能保护主体结构免遭破坏;对比各楼层的支撑轴力的最大值可以发现,部分楼层的支撑尚处于弹性阶段,若出于经济考虑,在满足规范要求与安全的前提下,可以适当的减少支撑的布置数量或将屈曲约束支撑换为普通支撑。
[Abstract]:In recent years, the research of steel staggered truss structure system has attracted the attention of the engineering and academic circles at home and abroad. The system adopts plane truss system, which has good lateral stiffness, light weight, fast construction speed, low cost and green environmental protection. Most of the researches at home and abroad are made on the lateral seismic behavior and some related influencing factors by means of finite element analysis and experimental analysis. However, the longitudinal lateral stiffness of the steel staggered truss system is much smaller than that of the transverse lateral stiffness, which is not conducive to the overall seismic capacity of the structure, so the reasonable and appropriate longitudinal lateral stiffness is as important as the transverse lateral stiffness. It is one of the most important links in the whole earthquake resistance of the structure, but there are few researches on it at home and abroad. In this paper, based on this problem and referring to the existing codes and previous research results, the model of steel staggered truss structure is established by using SAP2000 finite element analysis software. In order to enhance the overall aseismic capacity of the steel staggered truss structure, the buckling restrained eccentric braces are arranged properly and the longitudinal lateral stiffness is increased. In this paper, SAP2000 finite element analysis software is used to establish staggered truss structure, two different eccentrically braced structures are arranged longitudinally and those with buckling constraint eccentrically braced are arranged. Modal analysis of the model is carried out. Comparative analysis of its basic dynamic characteristics; Then, the response spectrum of the original structure, the common eccentric bracing structure and the buckle-constrained eccentrically braced structure are analyzed, and the seismic response parameters are analyzed by the time-history analysis under the frequent earthquake. Finally, the time history analysis of ordinary eccentrically braced structures and buckle-constrained eccentrically supported structures under rare earthquakes is carried out to compare the seismic responses of the two structures under rare earthquakes. Through comparison and analysis, it can be seen that: reasonable support arrangement is more effective to improve the stiffness of the structure; In the elastic stage, the stiffness of the structure increases obviously and the seismic response decreases obviously when the bracing is increased, but the buckling restrained eccentrically braced beam and the energy-dissipation beam segment have not produced plastic deformation, and have not played the role of energy dissipation. So the buckling restrained braces in the elastic stage are no different from the common braces and only provide lateral stiffness for the structure. In the elastic-plastic stage, the buckling restrained bracing and the energy-dissipation beam segment produce plastic deformation, and both of them jointly consume energy to protect the main structure from destruction. Comparing with the maximum axial force of each floor, it can be found that the support of some floors is still in the elastic stage, if for economic reasons, under the premise of meeting the requirements and safety of the specification, The number of bracing arrangements can be reduced appropriately or buckling restrained braces can be replaced with ordinary braces.
【学位授予单位】：昆明理工大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU352.11
本文编号：2358922
[Abstract]:In recent years, the research of steel staggered truss structure system has attracted the attention of the engineering and academic circles at home and abroad. The system adopts plane truss system, which has good lateral stiffness, light weight, fast construction speed, low cost and green environmental protection. Most of the researches at home and abroad are made on the lateral seismic behavior and some related influencing factors by means of finite element analysis and experimental analysis. However, the longitudinal lateral stiffness of the steel staggered truss system is much smaller than that of the transverse lateral stiffness, which is not conducive to the overall seismic capacity of the structure, so the reasonable and appropriate longitudinal lateral stiffness is as important as the transverse lateral stiffness. It is one of the most important links in the whole earthquake resistance of the structure, but there are few researches on it at home and abroad. In this paper, based on this problem and referring to the existing codes and previous research results, the model of steel staggered truss structure is established by using SAP2000 finite element analysis software. In order to enhance the overall aseismic capacity of the steel staggered truss structure, the buckling restrained eccentric braces are arranged properly and the longitudinal lateral stiffness is increased. In this paper, SAP2000 finite element analysis software is used to establish staggered truss structure, two different eccentrically braced structures are arranged longitudinally and those with buckling constraint eccentrically braced are arranged. Modal analysis of the model is carried out. Comparative analysis of its basic dynamic characteristics; Then, the response spectrum of the original structure, the common eccentric bracing structure and the buckle-constrained eccentrically braced structure are analyzed, and the seismic response parameters are analyzed by the time-history analysis under the frequent earthquake. Finally, the time history analysis of ordinary eccentrically braced structures and buckle-constrained eccentrically supported structures under rare earthquakes is carried out to compare the seismic responses of the two structures under rare earthquakes. Through comparison and analysis, it can be seen that: reasonable support arrangement is more effective to improve the stiffness of the structure; In the elastic stage, the stiffness of the structure increases obviously and the seismic response decreases obviously when the bracing is increased, but the buckling restrained eccentrically braced beam and the energy-dissipation beam segment have not produced plastic deformation, and have not played the role of energy dissipation. So the buckling restrained braces in the elastic stage are no different from the common braces and only provide lateral stiffness for the structure. In the elastic-plastic stage, the buckling restrained bracing and the energy-dissipation beam segment produce plastic deformation, and both of them jointly consume energy to protect the main structure from destruction. Comparing with the maximum axial force of each floor, it can be found that the support of some floors is still in the elastic stage, if for economic reasons, under the premise of meeting the requirements and safety of the specification, The number of bracing arrangements can be reduced appropriately or buckling restrained braces can be replaced with ordinary braces.
【学位授予单位】：昆明理工大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU352.11
【参考文献】
相关期刊论文 前10条
1 郭彦林;王小安;江磊鑫;;装配式防屈曲支撑构件及框架设计理论[J];结构工程师;2010年06期
2 冉红东;苏明周;胡天兵;申林;;循环荷载作用下混合式钢交错桁架结构的滞回性能试验研究[J];土木工程学报;2009年11期
3 李国强;孙飞飞;宫海;胡大柱;;TJ型屈曲约束支撑工程应用分析[J];建筑结构;2009年S1期
4 卢林枫;周绪红;刘永健;莫涛;周期石;;交错桁架结构的设计[J];西安建筑科技大学学报(自然科学版);2007年03期
5 周绪红;莫涛;刘永健;尹志明;卢林枫;周期石;;高层钢结构交错桁架结构的试验研究[J];建筑结构学报;2006年05期
6 冯敏治;余跃;;交错桁架结构体系介绍和应用[J];广州建筑;2006年01期
7 刘红梁,刘志雄,陆钦年;交错桁架体系结构性能分析[J];哈尔滨工业大学学报;2004年09期
8 潘英,周绪红;交错桁架体系的抗震性能动力分析[J];土木工程学报;2002年04期
9 莫涛,周绪红,刘永健,蔡益燕;交错桁架结构体系的受力性能分析[J];建筑结构学报;2000年06期
10 周绪红,莫涛,蔡益燕,魏潮文;新型交错桁架结构体系的应用[J];钢结构;2000年02期
相关会议论文 前1条
1 周绪红;潘英;;顺风向脉动风作用下高层交错桁架结构的动力反应分析[A];第十一届全国结构工程学术会议论文集第Ⅰ卷[C];2002年
相关硕士学位论文 前4条
1 林浩泉;带屈曲约束—偏心支撑的加层结构抗震性能分析[D];青岛理工大学;2015年
2 周敏杰;框支交错桁架结构地震响应分析[D];中南大学;2011年
3 刘建彬;防屈曲支撑及防屈曲支撑钢框架设计理论研究[D];清华大学;2005年
4 彭珊;钢结构交错桁架体系的抗震性能研究[D];西安建筑科技大学;2004年
，本文编号：2358922
本文链接：https://www.wllwen.com/jianzhugongchenglunwen/2358922.html
