底部框架砌体结构抗震性能评估方法研究
发布时间：2018-08-20 09:52
【摘要】：底部框架-抗震墙砌体结构(以下简称底框砌体结构)在我国发展较快的城镇中心被广泛应用,该结构的底层为框架层,可以满足大开间的商业用途,而上部砌体层则可以作为住宅和办公楼使用,降低了造价。在历次地震中,底框砌体结构的破坏形式不尽相同,这是因为该结构是由两种材料、两种结构形式组合而成的,混凝土材料和砌体材料在地震作用下的抗震能力不同,且砌体层的刚度又较底部框架层大得多,这就导致底框砌体结构在地震作用下容易产生薄弱层。所以研究底框砌体结构在地震作用下有效的反应分析模型及抗震性能评定方法是十分必要的,为更好的了解其抗震能力、减轻其在地震作用中的破坏奠定了基础。为此,本文开展了有关于底框砌体结构的有限元模型、地震易损性分析、抗震能力评定方面的研究,主要工作如下:(1)对不同时期建造的底框砌体结构的震害进行了总结,提出了相应的破坏模式,即当底层布置较少或没有钢筋混凝土抗震墙时,框架层与砌体层的刚度相差较大,从而导致底层成为地震作用下的薄弱层,破坏较为严重;而当底层布置较多的钢筋混凝土抗震墙时,底层的刚度增加,使得结构的薄弱层转移,过渡层的砌体就会发生严重破坏。同时,回顾了底框砌体结构的抗震研究现状,包括试验方法和理论方法,并且对比了我国各版规范对于底框砌体结构设计要求的差别,提出了目前底框砌体结构存在的问题,由此给出本文所要研究的内容。(2)为了深入了解底框砌体结构在地震作用下的特性,本文主要采用数值模拟的方法开展研究,需要建立有效的非线性地震分析反应模型和方法,在总结现有分析建模方法的基础上,采用有限元软件ABAQUS中的实体单元对底框砌体结构进行了精细化有限元建模方法研究。通过对两个实例的动力时程分析,得到底框砌体结构在地震作用下的层间位移角,以此分析其整体反应及评价其抗震性能,通过ABAQUS中的受拉损伤指标和等效塑性应变分析底框砌体结构的破坏模式与裂缝开展形式,并将其与实际震害进行对比,验证了该模型的有效性与可行性。该精细化建模方法为详细研究底框砌体结构的破坏模式与破坏机理提供了分析手段。(3)将底框砌体结构简化成一维层剪切分析模型,底部框架或框架抗震墙选用Takeda滞回模型,上部砌体选用可考虑构造柱影响的滞回模型,给出了该结构的简化非线性地震反应分析模型和方法,通过Fortran编制了相应的计算分析程序,实现了底框砌体结构的非线性地震分析。通过两个实例的计算,将其与精细化建模的结果进行对比,误差皆在允许范围内,以此验证了该方法的有效性以及适用性,为后续进行区域性的大规模震害模拟以及底框砌体结构地震易损性分析奠定了基础。(4)采用增量动力分析方法进行该类结构地震易损性分析。根据PGA/PGV、震级以及震中距选取18条天然地震动,并选取PGA和最大层间位移角作为地震动强度指标和结构损伤指标。根据现行规范[11]分别设计了按6度、7度、8度设防的3栋底框砌体房屋,采用本文前面给出的简化非线性地震反应分析方法进行结构地震非线性时程分析,通过基于增量动力分析的地震易损性分析方法,得到该3栋设防结构的易损性曲线和易损性矩阵,并评价了底框砌体结构的抗震性能。(5)提出了一种新的评估方法来判别底框砌体结构在不同设防水准下的抗震能力,分别对钢筋混凝土框架和砌体部分采用综合抗震指数法进行其三水准抗震能力鉴别,并根据实际震害情况对基准面积率进行了系数调整。对汶川地震中的4栋实际建筑物进行了三水准抗震能力鉴别,并与实际震害进行对比,验证了该调整系数的正确性以及该方法的有效性。同时预测了该4栋房屋在不同抗震设防烈度下是否满足“小震不坏,中震可修,大震不倒”的抗震设防目标,为评估和预测现存底框砌体结构在不同设防水准下的抗震能力提出了一种新的方法。
[Abstract]:Bottom frame-wall masonry structure (hereinafter referred to as bottom frame masonry structure) is widely used in urban centers with rapid development in China. The bottom floor of the structure is a frame layer, which can meet the commercial use of large bays, while the upper masonry layer can be used as residential and office buildings, reducing the cost. This is because the structure is composed of two kinds of materials, two kinds of structural forms. Concrete and masonry materials have different seismic capacity under earthquake, and the stiffness of masonry layer is much larger than that of the bottom frame layer. This leads to the weak layer of the bottom frame masonry structure under earthquake. It is necessary to study the effective response analysis model and seismic performance evaluation method of bottom frame masonry structure under earthquake action, which lays a foundation for better understanding its seismic capacity and reducing its damage in earthquake action. The main research work on seismic capacity evaluation is as follows: (1) The seismic damage of masonry structure with bottom frame constructed in different periods is summarized, and the corresponding failure modes are put forward, that is, when there are few or no reinforced concrete aseismic walls in the bottom floor, the stiffness of the frame and masonry is different greatly, which leads to the bottom floor become the seismic action. Weak storey, the damage is more serious; and when more reinforced concrete aseismic walls are laid at the bottom, the stiffness of the bottom storey increases, so that the weak storey of the structure will be transferred, and the masonry of the Transition Storey will be seriously damaged. In order to understand the characteristics of the bottom frame masonry structure under seismic action, this paper mainly uses the numerical simulation method to carry out the research, and needs to establish an effective nonlinear seismic sub-division. On the basis of summing up the existing analysis and modeling methods, the refined finite element modeling method of the bottom frame masonry structure is studied by using the solid element in the finite element software ABAQUS. Through the dynamic time history analysis of two examples, the story displacement angle of the bottom frame masonry structure under earthquake action is obtained and analyzed. Its overall response and seismic performance are evaluated. The failure modes and crack development modes of bottom frame masonry structure are analyzed by tensile damage index and equivalent plastic strain in ABAQUS, and compared with the actual seismic damage, the validity and feasibility of the model are verified. The refined modeling method is to study the bottom frame masonry structure in detail. (3) Simplified nonlinear seismic response analysis model and method of the masonry structure are given by simplifying the masonry structure with bottom frame into one-dimensional layer shear analysis model, Takeda hysteretic model is used for the bottom frame or frame seismic wall, and hysteretic model for the upper masonry considering the influence of structural columns. Fortran compiled the corresponding calculation and analysis program to realize the nonlinear seismic analysis of the masonry structure with bottom frame. Through the calculation of two examples, the error is within the allowable range compared with the results of the refined modeling. The validity and applicability of the method are verified, and the large-scale regional earthquake damage simulation is carried out for the follow-up. (4) Incremental dynamic analysis method is used to analyze the seismic vulnerability of this kind of structure. According to PGA/PGV, magnitude and epicenter distance, 18 natural ground motions are selected, and PGA and maximum inter-story displacement angle are selected as seismic intensity index and structural damage index. [11] Three masonry masonry buildings with base frames are designed according to 6, 7 and 8 degrees respectively. The seismic nonlinear time-history analysis is carried out by using the simplified nonlinear seismic response analysis method given earlier in this paper. The vulnerability curves and vulnerability matrices of the three masonry buildings are obtained by the seismic vulnerability analysis method based on incremental dynamic analysis. (5) A new evaluation method is proposed to determine the seismic capacity of the masonry structure with bottom frame under different waterproofing levels. The three-level seismic capacity of the reinforced concrete frame and masonry is identified by the comprehensive seismic index method, and the base level is determined according to the actual seismic damage. The correctness of the adjustment coefficient and the effectiveness of the method are verified by comparing the three-level seismic capacity of four actual buildings in Wenchuan earthquake with the actual earthquake damage. This paper presents a new method for evaluating and predicting the seismic capacity of existing masonry structures with bottom frames under different waterproofing levels.
【学位授予单位】：中国地震局工程力学研究所
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU352.11
本文编号：2193197
[Abstract]:Bottom frame-wall masonry structure (hereinafter referred to as bottom frame masonry structure) is widely used in urban centers with rapid development in China. The bottom floor of the structure is a frame layer, which can meet the commercial use of large bays, while the upper masonry layer can be used as residential and office buildings, reducing the cost. This is because the structure is composed of two kinds of materials, two kinds of structural forms. Concrete and masonry materials have different seismic capacity under earthquake, and the stiffness of masonry layer is much larger than that of the bottom frame layer. This leads to the weak layer of the bottom frame masonry structure under earthquake. It is necessary to study the effective response analysis model and seismic performance evaluation method of bottom frame masonry structure under earthquake action, which lays a foundation for better understanding its seismic capacity and reducing its damage in earthquake action. The main research work on seismic capacity evaluation is as follows: (1) The seismic damage of masonry structure with bottom frame constructed in different periods is summarized, and the corresponding failure modes are put forward, that is, when there are few or no reinforced concrete aseismic walls in the bottom floor, the stiffness of the frame and masonry is different greatly, which leads to the bottom floor become the seismic action. Weak storey, the damage is more serious; and when more reinforced concrete aseismic walls are laid at the bottom, the stiffness of the bottom storey increases, so that the weak storey of the structure will be transferred, and the masonry of the Transition Storey will be seriously damaged. In order to understand the characteristics of the bottom frame masonry structure under seismic action, this paper mainly uses the numerical simulation method to carry out the research, and needs to establish an effective nonlinear seismic sub-division. On the basis of summing up the existing analysis and modeling methods, the refined finite element modeling method of the bottom frame masonry structure is studied by using the solid element in the finite element software ABAQUS. Through the dynamic time history analysis of two examples, the story displacement angle of the bottom frame masonry structure under earthquake action is obtained and analyzed. Its overall response and seismic performance are evaluated. The failure modes and crack development modes of bottom frame masonry structure are analyzed by tensile damage index and equivalent plastic strain in ABAQUS, and compared with the actual seismic damage, the validity and feasibility of the model are verified. The refined modeling method is to study the bottom frame masonry structure in detail. (3) Simplified nonlinear seismic response analysis model and method of the masonry structure are given by simplifying the masonry structure with bottom frame into one-dimensional layer shear analysis model, Takeda hysteretic model is used for the bottom frame or frame seismic wall, and hysteretic model for the upper masonry considering the influence of structural columns. Fortran compiled the corresponding calculation and analysis program to realize the nonlinear seismic analysis of the masonry structure with bottom frame. Through the calculation of two examples, the error is within the allowable range compared with the results of the refined modeling. The validity and applicability of the method are verified, and the large-scale regional earthquake damage simulation is carried out for the follow-up. (4) Incremental dynamic analysis method is used to analyze the seismic vulnerability of this kind of structure. According to PGA/PGV, magnitude and epicenter distance, 18 natural ground motions are selected, and PGA and maximum inter-story displacement angle are selected as seismic intensity index and structural damage index. [11] Three masonry masonry buildings with base frames are designed according to 6, 7 and 8 degrees respectively. The seismic nonlinear time-history analysis is carried out by using the simplified nonlinear seismic response analysis method given earlier in this paper. The vulnerability curves and vulnerability matrices of the three masonry buildings are obtained by the seismic vulnerability analysis method based on incremental dynamic analysis. (5) A new evaluation method is proposed to determine the seismic capacity of the masonry structure with bottom frame under different waterproofing levels. The three-level seismic capacity of the reinforced concrete frame and masonry is identified by the comprehensive seismic index method, and the base level is determined according to the actual seismic damage. The correctness of the adjustment coefficient and the effectiveness of the method are verified by comparing the three-level seismic capacity of four actual buildings in Wenchuan earthquake with the actual earthquake damage. This paper presents a new method for evaluating and predicting the seismic capacity of existing masonry structures with bottom frames under different waterproofing levels.
【学位授予单位】：中国地震局工程力学研究所
【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 张令心;刘琛;刘洁平;;砖砌体房屋三水准抗震能力判别方法[J];土木工程学报;2015年12期
2 田连波;侯建国;;ABAQUS中混凝土塑性损伤因子的合理取值研究[J];湖北大学学报(自然科学版);2015年04期
3 谭皓;张电吉;;芦山地震底部框架砌体房屋震害分析[J];世界地震工程;2015年01期
4 韩军;韩夏;李英民;冯远;吴勇;;底层框架-抗震墙砌体房屋强震破坏模式及影响因素分析[J];地震工程与工程振动;2014年S1期
5 张勤;朱绩超;贡金鑫;;单自由度体系地震残余变形分析及计算[J];土木建筑与环境工程;2013年03期
6 周颖;苏宁粉;吕西林;;高层建筑结构增量动力分析的地震动强度参数研究[J];建筑结构学报;2013年02期
7 吕大刚;于晓辉;王光远;;单地震动记录随机增量动力分析[J];工程力学;2010年S1期
8 李碧雄;邓建辉;王哲;;5·12汶川地震底框砖房震害启示[J];西安建筑科技大学学报(自然科学版);2010年03期
9 马玉宏;赵桂峰;谢礼立;崔杰;;考虑地震环境下现役结构抗震加固设防地震动参数研究[J];四川建筑科学研究;2010年02期
10 周发江;;地震危害及地震预警研究[J];改革与开放;2010年08期
相关会议论文 前1条
1 李碧雄;王哲;;汶川地震中底层框架砖房震害特点及分析[A];汶川大地震工程震害调查分析与研究[C];2009年
相关博士学位论文 前4条
1 许浒;大开间多层砖砌体结构抗地震倒塌性能研究[D];西南交通大学;2013年
2 白雪霜;现有钢筋混凝土框架结构抗震鉴定方法试验研究[D];中国建筑科学研究院;2012年
3 郑妮娜;装配式构造柱约束砌体结构抗震性能研究[D];重庆大学;2010年
4 史庆轩;钢筋混凝土结构基于性能的抗震研究及破坏评估[D];西安建筑科技大学;2002年
相关硕士学位论文 前10条
1 杨硕;非住宅类RC框架结构地震易损性分析混合方法研究[D];中国地震局工程力学研究所;2016年
2 单若宸;典型底框砌体结构地震倒塌模式及其废墟结构特征研究[D];中国地震局工程力学研究所;2015年
3 赵杰;底部两层框架—抗震墙砌体房屋墙柱梁楼梯整体体系抗震防线研究[D];山东建筑大学;2013年
4 刘砚山;底框砌体房屋抗震性能分析及抗侧刚度比研究[D];郑州大学;2013年
5 李文博;基于IDA方法的RC框架结构地震易损性分析研究[D];西安建筑科技大学;2012年
6 熊有利;填充墙对钢筋混凝土框架结构抗震作用的影响分析[D];长安大学;2011年
7 张号浩;单层钢筋混凝土柱厂房地震易损性分析[D];中国地震局工程力学研究所;2011年
8 宋林波;底部两层框架—抗震墙砌体房屋抗震性能分析与校验[D];重庆大学;2011年
9 李谦;增量动力分析方法的研究及其应用[D];西安建筑科技大学;2011年
10 陈俊;底部框架—抗震墙房屋的抗震性能及层刚度比的影响规律分析[D];重庆大学;2010年
，本文编号：2193197
本文链接：https://www.wllwen.com/jianzhugongchenglunwen/2193197.html
