底层外纵墙大开洞砌体结构房屋抗震性能研究

发布时间：2018-04-15 16:38

本文选题：底层外纵墙大开洞砌体结构 + 底层局部RC框架砌体结构　；参考：《山东建筑大学》2017年硕士论文

【摘要】：在地震区,底层带商店或车库的住宅房屋可采用的结构形式有底层外纵墙大开洞砌体结构、底层局部RC框架砌体结构、底层局部RC剪力墙砌体结构等。本文以某小区住宅楼——6层砌体结构房屋为原型,从该原型结构中选取一个单元作为模型1,另外又增设了底层局部RC框架砌体结构房屋(模型2)、底层局部RC剪力墙砌体结构房屋(模型3)。本文采用ABAQUS软件建立了三维有限元模型,比较三个模型间损伤云图、层间位移角、梁柱的截面应变以研究它们的抗震性能。通过上述分析,得到如下结论:(1)数值模型能够较好的模拟砌体结构在地震中的破坏过程,且发现三个模型的抗震薄弱部位是第一层和第二层。一层、二层纵墙都出现受剪斜裂缝,且一层纵墙的墙脚出现受弯水平裂缝。(2)地震力是根据抗侧刚度进行分配,三个模型的纵墙间刚度差异明显,内纵墙的刚度较大而率先破坏且破坏严重。同时,地震和重力荷载传递到刚度相对较弱的外纵墙。(3)在7度(0.1g)罕遇地震下,底层外纵墙大开洞砌体结构(模型1)、底层局部RC框架砌体结构(模型2)的损伤云图、结构的层间位移角、梁柱的截面应变是相接近的,而底层局部RC剪力墙砌体结构(模型3)虽纵墙出现塑性损伤但其柱端未出现塑性铰。以不同的性能评价指标对三个模型的性能水准做出评价:底层局部RC框架砌体结构(模型2)为轻微破坏向中等破坏过渡,底层外纵墙大开洞砌体结构(模型1)为轻微破坏,底层局部RC剪力墙砌体结构(模型3)为完好向轻微破坏过渡。(4)在7度(1.0g)罕遇地震下,由于窗洞的设置造成底层外纵墙大开洞砌体结构(模型1)二层的构造柱(A-1处墙)在等窗台高处出铰;由于竖向抗侧刚度突变造成底层局部RC框架砌体结构(模型2)二层的构造柱(A-1、A-9)底端出铰。
[Abstract]:In the earthquake area, the structure forms of the residential buildings with shops or garages in the ground floor can be divided into three types: the open masonry structure of the outer longitudinal wall, the local RC frame masonry structure of the bottom floor, the masonry structure of the local RC shear wall of the bottom floor, and so on.In this paper, a residential building in a residential district with a 6-story masonry structure as the prototype,A unit is selected from the prototype as model 1, and a local RC frame masonry structure with bottom floor (model 2) and local RC shear wall masonry with bottom floor (model 3) are added.In this paper, a three-dimensional finite element model is established by using ABAQUS software. The damage cloud map, interstory displacement angle and cross section strain of Liang Zhu are compared among the three models to study their seismic performance.Through the above analysis, the following conclusions are obtained: 1) the numerical model can simulate the failure process of masonry structure in earthquake, and it is found that the weak parts of the three models are the first and second stories.The shear slanting cracks appear in both the first and second floor longitudinal walls, and the seismic forces are distributed according to the lateral stiffness of the walls at the foot of the first layer longitudinal walls, and the stiffness differences among the three models are obvious.The stiffness of the inner longitudinal wall is large and the first failure is serious.At the same time, the earthquake and gravity load transfer to the relatively weak external longitudinal wall. (3) under the rare earthquake of 7 degrees or 0.1 g), the damage cloud picture of the bottom wall with large opening (model 1), the bottom part of the RC frame masonry (model 2),The cross section strain of Liang Zhu is close to the displacement angle of the floor of the structure, but the plastic hinge is not found in the column end of the bottom RC shear wall masonry structure (model 3) although plastic damage occurs in the longitudinal wall.The performance level of the three models is evaluated with different performance evaluation indexes: the local RC frame masonry structure (model 2) of the bottom floor is a transition from slight failure to moderate failure, and the masonry structure with large opening of the bottom longitudinal wall (model 1) is slightly damaged.The local RC shear wall masonry structure at the bottom (model 3) is a transition from intact to slightly damaged at 7 degrees and 1.0 g) under rare earthquake.Because of the installation of the window hole, the masonry structure with large opening in the bottom layer of the longitudinal wall (model 1) is located in the second floor of the structure column A-1) and hinges on the height of the equal window sill.Due to the sudden change of vertical lateral stiffness, the bottom hinge of the second floor structure of the local RC frame masonry structure (model 2) is A-1 and A-9.
【学位授予单位】：山东建筑大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU352.11

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