高强钢组合耗能器偏心支撑钢框架的破坏机理研究
发布时间：2018-09-13 08:08
【摘要】：高强钢组合耗能器偏心支撑钢框架是把高强度钢材运用到偏心支撑结构上,并且在支撑上设置摩擦型耗能器,在中小地震作用时,耗能器不滑动不耗能,支撑起到增强结构刚度的作用,大震情况下,耗能器开始滑动,与耗能梁段共同耗能,耗能器耗去了耗能梁段所承受的部分能量,利用耗能梁段和耗能器共同工作,减小耗能梁段变形,降低楼板的修复工作量,而高强度钢材强度高,可提高结构的承载能力和抗侧刚度。本文把两者结合起来,研究分析其破坏机理和抗震性能。本文首先根据我国相关规范并参考相关文献,设计了三榀采用Q345+Q460组合的带耗能器的偏心支撑结构模型,其中模型DPH1采用传统梁柱连接方式且支撑上设置摩擦耗能器,模型DPH2采用新型加盖板节点且不设摩擦耗能器,模型DPH3采用新型加盖板节点且设置摩擦耗能器,运用ANSYS有限元软件,采用三维壳单元和实体单元建立有限元模型,考虑材料非线性,分别研究模型在单向加载和循环加载下的破坏机理和抗震性能,得到模型单向加载下的荷载-位移曲线和水平循环加载下的滞回曲线、骨架曲线、刚度退化曲线、总耗散能量值以及各级循环加载时的等效粘滞阻尼系数等一系列相关结果,并进行对比分析。之后选取base模型,通过改变钢材强度组合、剪切型耗能梁段的长度、摩擦耗能器主、副板的厚度以及节点加盖板厚度,研究相关参数对高强钢组合耗能器偏心支撑钢框架结构破坏机理和抗震性能的影响,并得到以下结论。本文得到的结论:模型DPH3的抗震性能优于模型DPH1、DPH2;高强钢组合耗能器偏心支撑,在剪切型耗能梁段长度范围内,当耗能梁段的长度在0.499Mp/Vp～0.832 Mp/Vp范围内时,结构抗震性能较好,且耗能器和耗能梁段协同工作较好;采用新型加盖板节点的高强度钢材组合的耗能器偏心支撑钢框架,当采用材料的钢材组合等级越高,模型的初始刚度和承载力越大,但其耗能能力越差;随着摩擦耗能器主、副板厚度的增加,结构抗震性能有所提高;随着节点盖板厚度的增加,结构抗震性能略有提高,破坏机理有所改善。
[Abstract]:The eccentrically braced steel frame with high strength steel dampers applies high strength steel to eccentrically supported structures, and a friction type energy dissipation device is arranged on the support. During the medium and small earthquakes, the energy dissipators do not slide and consume energy. The support plays a role in strengthening the stiffness of the structure. In the case of a strong earthquake, the energy dissipation device begins to slide and consume energy together with the energy dissipation beam section. The energy dissipation device consumes part of the energy absorbed by the energy dissipation beam section, and the energy dissipation beam section and the energy dissipation device work together. The load capacity and lateral stiffness of the structure can be improved by reducing the deformation of the energy dissipation beam section and reducing the repair work of the floor slab, while the high strength steel can improve the bearing capacity and the lateral stiffness of the structure. In this paper, the failure mechanism and seismic performance are studied and analyzed by combining the two methods. In this paper, three eccentrically braced structure models with energy dissipation device Q345 Q460 are designed according to the relevant codes and references in our country, in which the model DPH1 adopts the traditional Liang Zhu connection mode and the friction energy dissipation device is arranged on the support. Model DPH2 adopts a new type of capped plate node and no friction energy dissipation device, model DPH3 adopts a new type of cap plate joint and a friction damper is set up, using ANSYS finite element software, using three-dimensional shell element and solid element to establish the finite element model. Considering the material nonlinearity, the failure mechanism and seismic behavior of the model under unidirectional and cyclic loading are studied, respectively. The load-displacement curves under unidirectional loading and hysteretic curves and skeleton curves under horizontal cyclic loading are obtained. A series of related results, such as stiffness degradation curve, total dissipation energy value and equivalent viscous damping coefficient under cyclic loading, are compared and analyzed. Then the base model is selected. By changing the strength combination of steel, the length of shear energy dissipation beam, the thickness of main and secondary plates of friction dampers and the thickness of joint capped plates, The influence of relevant parameters on the failure mechanism and seismic behavior of eccentrically braced steel frame structures with high strength steel composite energy dissipators is studied and the following conclusions are obtained. The conclusion obtained in this paper is that the seismic behavior of model DPH3 is better than that of model DPH1,DPH2; high strength steel composite energy dissipator eccentrically braced. In the range of shear beam length, when the length of energy dissipation beam is in the range of 0.499Mp/Vp~0.832 Mp/Vp, the seismic performance of the structure is better. The eccentrically braced steel frame with high strength steel with a new type of cap plate joint can increase the initial stiffness and bearing capacity of the model with the higher grade of the steel combination of the material, and the better the energy dissipation and the energy dissipation beam section are, the higher the initial stiffness and the bearing capacity of the model are. But its energy dissipation capacity is worse; with the increase of the thickness of the friction damper and the thickness of the auxiliary plate, the seismic performance of the structure is improved; with the increase of the thickness of the joint cover plate, the seismic performance of the structure is slightly improved, and the failure mechanism is improved.
【学位授予单位】：西安理工大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU391;TU312.3
[Abstract]:The eccentrically braced steel frame with high strength steel dampers applies high strength steel to eccentrically supported structures, and a friction type energy dissipation device is arranged on the support. During the medium and small earthquakes, the energy dissipators do not slide and consume energy. The support plays a role in strengthening the stiffness of the structure. In the case of a strong earthquake, the energy dissipation device begins to slide and consume energy together with the energy dissipation beam section. The energy dissipation device consumes part of the energy absorbed by the energy dissipation beam section, and the energy dissipation beam section and the energy dissipation device work together. The load capacity and lateral stiffness of the structure can be improved by reducing the deformation of the energy dissipation beam section and reducing the repair work of the floor slab, while the high strength steel can improve the bearing capacity and the lateral stiffness of the structure. In this paper, the failure mechanism and seismic performance are studied and analyzed by combining the two methods. In this paper, three eccentrically braced structure models with energy dissipation device Q345 Q460 are designed according to the relevant codes and references in our country, in which the model DPH1 adopts the traditional Liang Zhu connection mode and the friction energy dissipation device is arranged on the support. Model DPH2 adopts a new type of capped plate node and no friction energy dissipation device, model DPH3 adopts a new type of cap plate joint and a friction damper is set up, using ANSYS finite element software, using three-dimensional shell element and solid element to establish the finite element model. Considering the material nonlinearity, the failure mechanism and seismic behavior of the model under unidirectional and cyclic loading are studied, respectively. The load-displacement curves under unidirectional loading and hysteretic curves and skeleton curves under horizontal cyclic loading are obtained. A series of related results, such as stiffness degradation curve, total dissipation energy value and equivalent viscous damping coefficient under cyclic loading, are compared and analyzed. Then the base model is selected. By changing the strength combination of steel, the length of shear energy dissipation beam, the thickness of main and secondary plates of friction dampers and the thickness of joint capped plates, The influence of relevant parameters on the failure mechanism and seismic behavior of eccentrically braced steel frame structures with high strength steel composite energy dissipators is studied and the following conclusions are obtained. The conclusion obtained in this paper is that the seismic behavior of model DPH3 is better than that of model DPH1,DPH2; high strength steel composite energy dissipator eccentrically braced. In the range of shear beam length, when the length of energy dissipation beam is in the range of 0.499Mp/Vp~0.832 Mp/Vp, the seismic performance of the structure is better. The eccentrically braced steel frame with high strength steel with a new type of cap plate joint can increase the initial stiffness and bearing capacity of the model with the higher grade of the steel combination of the material, and the better the energy dissipation and the energy dissipation beam section are, the higher the initial stiffness and the bearing capacity of the model are. But its energy dissipation capacity is worse; with the increase of the thickness of the friction damper and the thickness of the auxiliary plate, the seismic performance of the structure is improved; with the increase of the thickness of the joint cover plate, the seismic performance of the structure is slightly improved, and the failure mechanism is improved.
【学位授予单位】：西安理工大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU391;TU312.3
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相关期刊论文 前10条
1 唐成杰;赵宝成;;Y形偏心支撑竖向布置方式对结构抗震性能的影响[J];建筑科学;2016年07期
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3 郭艳;苏明周;胡长明;;高强钢组合偏心支撑框架抗震性能研究[J];地震工程学报;2016年02期
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