(1 四川省建筑设计研究院有限公司, 成都 610095;2 四川省建筑设计研究院有限公司复杂结构设计研究中心, 成都 610095)

摘要: 为研究隔震技术加固砌体结构房屋的可行性及适用性,以一栋层数和高度均超限的既有多层砌体结构教学楼为对象,详细介绍隔震加固设计全过程,并利用软件 ETABS 对隔震加固后的结构进行分析. 结果表明,隔震加固后,砌体结构的自振周期明显延长,地震响应显著降低;变形集中于隔震层,隔震层以上结构层间位移角在设防地震作用下远小于 2 倍弹性层间位移角限值,在罕遇地震作用下远小于 4 倍弹性层间位移角限值,满足了预定的抗震性能目标;隔震支座的水平位移和拉/ 压应力也远小于规范限值. 隔震层以上结构 X、Y 向减震系数最大值分别为 0. 301和 0. 379,均小于 0. 4,结构构造措施可按比设防烈度降低一度确定,解决了结构层数和高度超限问题.

关键词: 砌体结构; 既有建筑; 检测鉴定; 隔震加固; 橡胶支座

中图分类号:TU362 文献标志码:A 文章编号:1002-848X(2023)07-0018-06

DOI:10. 19701 / j. jzjg. SADI2310

Seismic isolation strengthening design of existing multi-story masonry structure teaching building

ZHOU Qiaoling1,2, ZHAO Shixing1,2, PENG Min1,2, WU Fei1, TANG Yuanxu1, YANG Shuheng1,2

(1 Sichuan Provincial Architectural Design and Research Institute Co. , Ltd. , Chengdu 610095, China;2 Complex Structure Design and Research Center, Sichuan Provincial Architectural Design andResearch Institute Co. , Ltd. , Chengdu 610095, China)

Abstract: In order to study the feasibility and application of seismic isolation technology in masonry building strengthening,an existing multi-story masonry teaching building with out-of-limit floors and height was taken as the research object. Thewhole process of seismic isolation strengthening design was introduced in detail, and the finite element software ETABS wasused to analyze the structure strengthened by the seismic isolation technology. The results show that after seismic isolationstrengthening, the natural period of the masonry structure is significantly prolonged, and the seismic response issignificantly reduced. The deformation is concentrated on the isolation layer. The inter-story drift ratio of the structureabove the isolation layer is far less than the limit value of 2 times the elastic inter-story displacement ratio under fortificationearthquake, and far less than the limit value of 4 times the elastic inter-story displacement ratio under rare earthquake,meeting the predetermined seismic performance target. The horizontal displacement and tensile / compressive stress of theisolation bearing are also far less than the limit value of the code. The maximum damping coefficients of the structure abovethe isolation layer in X and Y directions are 0. 301 and 0. 379, respectively, both of which are lower than 0. 4. Theconstructional measures can be determined by reducing the specific fortification intensity by one degree, which solves theproblem of out of the limitation of floors and height.

Keywords:masonry structure; existing building; test appraisal; seismic isolation strengthening; rubber bearing

∗2021 年度四川省住房城乡建设领域科技创新课题 ( SCJSKJ2021-24), 四川省建筑设计研究院有限公司科 研 项 目(KYYN202111).

第一作者:周巧玲,博士,工程师,主要从事钢结构和组合结构设计及研究,Email: zhouqiaoling94@ 163. com.

[引用本文] 周巧玲,赵仕兴,彭敏,等. 既有多层砌体结构教学楼隔震加固设计[J]. 建筑结构,2023,53(7):18-23,49. ZHOU Qiaoling,ZHAO Shixing,PENG Min,et al. Seismic isolation strengthening design of existing multi-storymasonry structure teaching building[J]. Building Structure,2023,53(7):18-23,49.