内置型钢桁架高强混凝土中高剪力墙抗震性能试验研究

发布时间：2018-04-02 23:13

本文选题：中高剪力墙　切入点：型钢暗支撑　出处：《建筑结构学报》2014年S1期

【摘要】：为了研究内置型钢桁架高强混凝土中高剪力墙的抗震性能,采用不同的暗柱类型及不同的暗柱和暗支撑型钢配钢率,设计制作了3片1/4缩尺、剪跨比1.8、混凝土强度等级为C70的内置型钢桁架高强混凝土中高剪力墙试件,对其进行水平往复加载试验,比较3片高强混凝土中高剪力墙试件的受力过程、破坏形态、滞回性能、位移延性以及侧向刚度退化特征。试验结果表明:内置型钢桁架高强混凝土中高剪力墙试件的最终破坏形态主要为弯曲型破坏,相比于普通高强混凝土中高剪力墙,其位移延性以及后期侧向刚度退化都有明显改善;增加暗柱型钢配钢率能提高试件的水平承载力,但会降低延性性能;增加暗支撑型钢配钢率能显著改善试件的延性,但承载力变化不明显,说明型钢暗支撑对改善高强混凝土中高剪力墙的抗震性能更为有效。
[Abstract]:In order to study the aseismic behavior of high strength concrete high strength concrete wall with built-in steel truss, three 1 / 4 scale were designed and manufactured with different types of dark columns and different steel ratios of dark columns and underbraced sections.The shear span ratio of 1.8 and the strength grade of concrete C70 are measured by horizontal reciprocating loading tests on the specimens of high strength concrete with steel truss, and the failure patterns of three specimens of high strength and high strength concrete are compared.Hysteretic performance, displacement ductility and lateral stiffness degradation characteristics.The test results show that the ultimate failure pattern of high strength concrete specimens with built-in steel truss is flexural failure, compared with that of ordinary high strength concrete high strength shear walls.The displacement ductility and lateral stiffness degradation of the specimen were improved obviously, the horizontal bearing capacity of the specimen was increased but the ductility was decreased by increasing the steel proportion of the dark column, and the ductility of the specimen was significantly improved by increasing the steel distribution ratio of the dark braced steel.However, the change of bearing capacity is not obvious, which indicates that the concealed steel bracing is more effective to improve the seismic performance of high strength concrete medium and high shear walls.
【作者单位】：重庆大学山地城镇建设与新技术教育部重点实验室;重庆大学土木工程学院;
【基金】：国家自然科学基金项目(51108484) 中央高校基本科研业务费科研专项(CDJZR12205503) 重庆市科委自然科学基金项目(CSTC2011BB2092)
【分类号】：TU973.31

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