型钢高强自密实混凝土黏结滑移性能试验研究  

Experimental Studies on Bond-slip Behavior between Section Steel and High Strength Self-compacting Concrete

作　　者：陈宗平[1,2,3] 梁延 许瑞天 覃伟恒 CHEN Zongping;LIANG Yan;XU Ruitian;QIN Weiheng(School of Civil Engineering and Architecture,Guangxi University,Nanning 530004,China;College of Architecture and Civil Engineering,Nanning University,Nanning 530200,China;Key Laboratory of Disaster Prevention and Structural Safety of Ministry of Education(Guangxi University),Nanning 530004,China)

机构地区：[1]广西大学土木建筑工程学院,广西南宁530004 [2]南宁学院土木与建筑工程学院,广西南宁530200 [3]工程防灾与结构安全教育部重点实验室(广西大学),广西南宁530004

出　　处：《湖南大学学报（自然科学版）》2024年第7期215-226,共12页Journal of Hunan University:Natural Sciences

基　　金：国家自然科学基金资助项目(51578163);广西科技基地与人才专项(桂科AD21075031);广西高校中青年教师基础研究能力提升项目(2020KY25015)。

摘　　要：为研究型钢与高强自密实混凝土界面黏结滑移性能,以混凝土保护层厚度和型钢埋置长度作为变化参数,设计9个型钢高强自密实混凝土试件进行推出试验.观察试件破坏过程、破坏形态和裂缝发展形式,获取了试件加载端的荷载-滑移全过程曲线,研究不同变量对其黏结性能的影响规律.结果表明:型钢高强自密实混凝土组合结构界面极限黏结强度随着混凝土保护层厚度的增加而增大,最大增幅94.9%;随着型钢埋置长度的增加而减小,最大削减为38.1%.界面黏结抗剪刚度随着型钢保护层厚度的增加先增大后减小,最大增幅85.1%;随着型钢埋置长度的增加而增大,最大增幅为30%.界面耗能能力与其变量相关性较弱;随保护层厚度的增加,界面损伤发展越晚;随型钢埋置深度的增加,界面损伤速度减缓.提出了型钢高强自密实混凝土黏结强度的计算公式,能较好地预测型钢高强自密实混凝土黏结强度.To study the bond-slip behavior of the interface between the section steel and the high-strength self-compacting concrete,nine self-compacting concrete specimens with the section steel were launched for tests,with the thickness of the high-strength concrete protective layer and the length of the molding serving as the variable parameters.The specimens’failure process,failure morphology,and crack formation pattern were observed.Specifically,the whole process load-slip curve of the loading end of the specimen was obtained,along with the study of the effect of various parameters on the specimen’s bond behavior.According to the findings,the ultimate bond strength of steel reinforced high-strength self-compacting concrete composite structure increases with the increase of thickness of the high-strength concrete protective layer,and the maximum increase was 94.9%;but it decreases with the increase of the embedded length of the section steel,and the maximum reduction is 38.1%.The shear stiffness of interfacial bonding first strengthens and then weakens by an increase in the protective layer thickness of high-strength self-compacting concrete,and the maximum increase was 85.1%.Meanwhile,it is marginally strengthened with the increase of the insertion length,and the maximum increase was 30%.Besides,the interface’s capacity for consuming energy has a tenuous relationship with its factors.With the increase of the thickness of the high-strength steel protective layer,the interface damage develops later.With the increase in the embedded depth of the section steel,the interface damage speed slows down.Finally,the calculation formula for the bond strength of steel reinforced high strength self-compacting concrete is proposed,which can predict the bond strength of section steel reinforced high strength self-compacting concrete well.

关 键 词：型钢 高强自密实混凝土 滑移性能 界面损伤 黏结强度 

分 类 号：TU375.3[建筑科学—结构工程]