RC框架结构加固后的抗震性能研究

发布时间：2018-03-16 03:35

本文选题：框架结构　切入点：剪力墙加固　出处：《西安工业大学》2017年硕士论文　论文类型：学位论文

【摘要】：随着建筑设计规范的不断更新,我国部分RC(钢筋混凝土)框架结构的抗震性能已无法满足新抗震规范的要求,因此,人们对其结构的安全性能已逐渐引起重视。由于土建投资大,拆迁费用昂贵以及对人们正常生活的影响,所以尽管一些建筑物存在问题,也往往不会拆除而重建。为了寻求合理的解决方法,人们把目光投向了对现有房屋的维修加固和改造上,即在保存原来建筑形体的基础上对其进行加固改造来保证其安全性。本文主要运用有限元软件研究在RC框架结构中增加剪力墙和加设屈曲约束支撑后结构的整体抗震性能。主要结论如下:1)经分析,原RC框架结构X、Y方向的弹性层间位移角和周期比均超出《建筑抗震设计规范》(GB50011-2010)5.5.1和《高层建筑混凝土结构技术规程》(JGJ3-2010)3.4.5、3.7.3对周期比和弹性层间位移角的限制规定;2)依据《高层建筑混凝土结构技术规程》(JGJ3-2010)8.1.7,在结构周边和楼梯间增设300mm厚剪力墙,X、Y方向弹性层间位移角和周期比得到控制,均达到规范中的限制要求;3)在相同位置增设等效面积为80mm×80mm的屈曲约束支撑,X、Y方向弹性层间位移角和周期比得到控制,均达到规范中的限制要求,并将其与剪力墙加固效果进行对比分析;4)剪力墙加固后结构X、Y方向的基底剪力分别为:6580.18kN、7344.62kN,屈曲约束支撑加固后结构X、Y方向的基底剪力分别为:5853.57kN、5814.44kN。5)对人字型支撑加固、V型支撑加固、首层人字型与2至10层V型混合式支撑加固三种不同支撑布置方式进行抗震性能分析,比较三者间的抗震效果。
[Abstract]:With the architectural design standard is constantly updated, part of China's RC (reinforced concrete) columns have been unable to meet the new seismic code requirements, therefore, the people safety performance of its structure has gradually attracted attention. Due to large investment in civil engineering, demolition is expensive and its impact on people's normal life, so although some building problems are often not be dismantled and rebuilt. In order to seek a reasonable solution, people set their sights on the existing housing maintenance and retrofitting, namely on the basis of the preservation of the original architectural form of reinforcement to ensure its safety. This paper mainly use the research of finite element software in RC framework the increase in shear wall and added to the overall structure of the seismic performance of buckling restrained braces. The main conclusions are as follows: 1) by the analysis of the original RC framework X, Y direction displacement of elastic layer Angle and period ratio exceeded the "code for seismic design of buildings > 5.5.1 (GB50011-2010) and" technical specification for concrete structures of tall building (JGJ3-2010) 3.4.5,3.7.3 > to cycle than the specified and elastic layer displacement angle limit; 2) according to "technical specification for concrete structures of tall building" (JGJ3-2010) 8.1.7, the addition of 300mm thick wall. At the periphery of the structure and the staircase X, Y direction elastic layer displacement angle and period ratio control, reached the standard of limit requirements; 3) in the same position with the equivalent area for support, 80mm * 80mm X buckling-restrained, Y direction elastic layer displacement angle and cycle control, reached the standard in the limit, and the shear wall reinforcement effect were analyzed; 4) shear wall structure of reinforced X base shear Y direction were: 6580.18kN, 7344.62kN, buckling restrained braced reinforced structure X base shear Y direction respectively. As follows: 5853.57kN, 5814.44kN.5) seismic performance analysis is carried out on the reinforcement of the Y-shaped braces, the V bracing reinforcement, the first floor typeface and the 2 to 10 V V hybrid support, and three different support layout modes, to compare the seismic effect between the three members.

【学位授予单位】：西安工业大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU375;TU352.11

【参考文献】