登录
注册
E-alert
登录
注册
E-alert
Seismic Performance Tests of Prefabricated Shear Walls Connected with Cone-Sleeve Locking of Vertical Steel Bars
-
摘要: 现阶段装配式剪力墙多采用灌浆套筒连接,施工过程中易出现灌浆不密实等缺陷。为避免潜在的灌浆缺陷,提出了一种预留后浇区竖向钢筋采用锥套紧锁连接的装配式剪力墙,并开展抗震性能研究。分别对两片剪力墙进行了轴压比为0.1的拟静力试验,其中一片剪力墙为现浇,另一片为预留后浇区竖向钢筋采用锥套紧锁连接的装配式剪力墙。试验发现,现浇剪力墙和锥套紧锁连接的装配式剪力墙试件,在位移角分别达到1/40和1/50时,试件荷载降至峰值荷载的85%以下,前者下部两侧角部墙体混凝土被压溃,后者左侧后浇区竖向钢筋被拉断,且前者的延性比后者高22%,初期刚度后者比前者高20%。此外,两试件破坏形态基本相同,均发生弯剪破坏,滞回性能和耗能能力基本一致。Abstract: At present, prefabricated concrete shear walls are mostly connected by grouting sleeves, which can lead to defects such as loose grouting during construction. To avoid potential grouting defects, a prefabricated shear wall with vertical steel bars connected by prestressed cone-sleeve in reserved post cast area is proposed, and seismic performance research was carried out. Quasi-static tests were conducted on two concrete shear walls with an axial compression ratio of 0.1. One shear wall was cast-in-place, and the other was a prefabricated shear wall with prestressed cone-sleeve connections. The experiment found that when the drift ratio of the cast-in-place shear wall and the prefabricated shear wall were 1/40 and 1/50, respectively, the load of the specimens decreased to less than 85% of the peak load. The concrete on the lower corner wall of the cast-in-place shear wall was crushed, and the vertical steel bars in the left post-cast area of the prefabricated shear wall were pulled off. The ductility of the former was 22% higher than that of the latter, and the initial stiffness of the latter was 20% higher than that of the former. In addition, the failure modes of the two shear walls were basically the same, both of which underwent bending and shear failure, and the hysteresis performance and energy dissipation capacity were basically the same.
-
[1] 中华人民共和国建设部. 装配式大板居住建筑设计和施工规程:GJ 1—91[S]. 北京:中国建筑工业出版社,1991. [2] 中华人民共和国住房和城乡建设部. 装配式混凝土结构技术规程:JGJ 1—2014[S]. 北京:中国建筑工业出版社,2014. [3] EINEA A, YAMANE T, TADROS M K. Grout-filled pipe splices for precast concrete construction[J]. PCI Journal, 1955, 1-2: 82-93. [4] PENG Y Y, QIAN J R, WANG Y H. Cyclic performance of precast concrete shear walls with a mortar-sleeve connection for longitudinal steel bars[J]. Materials and Structures, 2015, 49(6): 2455-2469. [5] 肖顺,李向民,许清风,等. 套筒灌浆缺陷整治预制混凝土剪力墙抗震性能试验研究[J]. 建筑结构学报,2022,43(4):167-176. [6] 钱稼茹,彭媛媛,张景明,等. 竖向钢筋套筒浆锚连接的预制剪力墙抗震性能试验[J]. 建筑结构,2011,41(2):1-6. [7] 钱稼茹,彭嫒媛,秦珩,等. 竖向钢筋留洞浆锚间接搭接的预制剪力墙抗震性能试验[J]. 建筑结构,2011,41(2):51-59. [8] 李刚,黄小坤,刘瑄,等. 底部预留后浇区钢筋搭接的装配整体式剪力墙抗震性能试验研究[J]. 建筑结构学报,2016,37(5):193-200. [9] XIAO S, WANG Z L, LI X G, et al. Study of effects of sleeve grouting defects on the seismic performance of precast concrete shear walls [J]. Engineering Structures, 2021, 236, 111833. [10] ZHAO E, SONG C, ZHANG X, et al. Experimental study on monotonic, cyclic mechanics and fatigue performance of pressed cone sleeve splices[J]. Structures, 2022, 39: 482-495. [11] 中华人民共和国住房和城乡建设部. 混凝土结构设计规范:GB 50010—2010[S]. 2015版. 北京:中国建筑工业出版社,2015. [12] 中华人民共和国住房和城乡建设部. 混凝土物理力学性能试验方法标准:GB/T 50081—2019[S]. 北京:中国建筑工业出版社,2019. [13] 中华人民共和国国家质量监督检验检疫总局. 金属材料 拉伸试验 第1部分:室温试验方法:GB/T 228.1—2021[S]. 北京:中国标准出版社,2021. [14] 中华人民共和国住房和城乡建设部. 钢筋机械连接技术规程:JGJ 107—2016[S]. 北京:中国建筑工业出版社,2016. [15] 中华人民共和国住房和城乡建设部. 建筑抗震试验规程:JGJ/T 101—2015[S]. 北京:中国建筑工业出版社,2015. [16] 唐九如. 钢筋混凝土框架节点抗震 [M].南京:东南大学出社,1989. [17] 初明进,刘继良,崔会趁,等. 不同构造竖缝的装配式空心模板剪力墙抗震性能试验研究[J]. 建筑结构学报,2014,35(1):93-102. [18] 中华人民共和国住房和城乡建设部. 高层建筑混凝土结构技术规程:JGJ 3—2010[S]. 北京:中国建筑工业出版社,2010. [19] 中华人民共和国住房和城乡建设部. 建筑抗震设计规范:GB 50011—2010[S]. 北京:中国建筑工业出版社,2010. [20] 张壮南,王春刚,李姗珊,等. 接缝形式对凹槽浆锚连接装配式混凝土剪力墙抗震性能影响研究[J]. 建筑结构学报,2020,41(S1):276-285. -
点击查看大图
计量
- 文章访问数: 11
- HTML全文浏览量: 1
- PDF下载量: 0
- 被引次数: 0
下载:
