考虑二次受力效应的既有端柱-加固剪力墙构件受力性能数值分析  

Numerical analysis on mechanical behavior of existing end column-reinforced shear wall members considering secondary loading effect

作　　者：范夕森[1,2] 金腾飞 FAN Xisen;JIN Tengfei(School of Civil Engineering,Shandong Jianzhu University,Jinan 250101,China;Key Laboratory of Building Structural Retrofitting and Underground Space Engineering,Ministry of Education,Shandong Jianzhu University,Jinan 250101,China)

机构地区：[1]山东建筑大学土木工程学院,济南250101 [2]山东建筑大学建筑结构加固改造与地下空间工程教育部重点实验室,济南250101

出　　处：《建筑结构》2025年第2期132-142,125,共12页Building Structure

基　　金：国家自然科学基金重点项目(50238006);山东省住建厅研究开发项目(2020kykf05-018)。

摘　　要：增设剪力墙把框架结构改造成框架-剪力墙结构,能够避免提高抗震等级而需要加固全部框架的繁琐工作。研究新增墙体形成的端柱-剪力墙与整浇剪力墙力学性能的不同,能为框架结构采用改变体系的加固方式提供设计依据。考虑新老混凝土粘结界面的破坏和端柱二次受力影响,采用数值分析方法,研究了端柱-剪力墙在水平作用下的破坏机制和承载力,并与整浇剪力墙进行了对比。结果表明:随着粘结界面的破坏,端柱-剪力墙的端柱和腹板分离为仅由钢筋连接的相对独立构件,一侧端柱为全截面受拉,另一侧端柱受弯破坏,新增墙体发生斜压破坏,而整浇剪力墙发生全截面协同工作的受弯破坏。据此提出了水平承载力的简化分析模型和计算公式,计算结果与数值分析结果吻合较好。Adding shear wall to transform the frame structure into frame-shear wall structure can avoid the tedious work of strengthening the whole frame while improving the seismic grade.The research on the difference of mechanical behavior between the end column-shear wall formed by the new wall and the whole cast shear wall can provide a design basis for the frame structure to adopt the reinforcement method of changing the system.Considering the failure of the bonding interface between new and old concrete and the secondary force effect of end column,numerical analysis method was used to study the failure mechanism and bearing capacity of end column-shear wall under horizontal action,and the comparison with the whole cast shear wall was made.The results show that,with the failure of the bonding interface,the end column and the web of the end column-shear wall are separated into relatively independent members connected only by steel bars.The end column on one side is full section tensile and the end column on the other side is full section flexural failure.The new wall has full section cooperative baroclining failure,while the whole cast shear wall has full section cooperative flexural failure.The simplified analytical model and calculation formula of horizontal bearing capacity are presented,and the calculated results are in good agreement with the numerical results.

关 键 词：框架结构加固 抗震加固 新老混凝土界面本构关系 新增剪力墙加固 

分 类 号：TU375[建筑科学—结构工程]