软索连接装配式工字形圆孔墙抗震性能试验研究
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摘要
为研究纵、横向墙体采用软索连接的装配式钢筋混凝土圆孔墙结构的抗震性能,对2种不同连接方式(工字Ⅰ型、工字Ⅱ型)的足尺工字形圆孔墙试件进行了不同轴压力作用下的拟静力试验。通过试验现象发现:随着循环加载的进行,试件主翼墙交界处出现较大裂缝,试件破坏时主翼墙交界处顶部混凝土压溃;无轴压力作用时,试件屈服前的裂缝主要分布于翼墙,主墙裂缝沿着45°方向发展;有轴压力作用时,试件屈服前的裂缝主要分布于主墙,主墙裂缝沿着60°方向发展,试件破坏时主墙裂缝分布更加密集。试验结果表明:无轴压力作用时,加载后期墙体出现滑移,工字Ⅰ型试件的屈服荷载比工字Ⅱ型试件大11%,峰值荷载小9%。有轴压力作用时,试件未出现明显滑移,工字Ⅰ型试件的连接可靠性、承载力、整体变形能力较工字Ⅱ型试件的强,刚度退化慢;相比无轴压力作用时,两种连接方式试件的屈服荷载均提高110%左右,峰值荷载分别提高101%和77%,极限位移角分别提高了200%和97%,消除了因连接方式不同对开裂荷载的影响。工字Ⅰ型试件更适用于有轴压力作用的情形,工字Ⅱ型试件更适用于无轴压力作用的情形。
To study the seismic performance of assembled reinforced concrete perforated walls connected by soft cables,two kinds of full-scale Ⅰ-shaped wall specimens connected by soft cables(Ⅰ-shaped Ⅰ,Ⅰ-shaped Ⅱ) were tested under low cyclic lateral loads with different levels of axial compression.Through the tests it can be found that,with the increase of cyclic loading,large cracks appear at the junction between the main wall and the wing wall.The damage of the specimen is in the form of concrete crushing at the top of the junction between the main wall and wing wall.Without axial compression,cracks are mainly distributed in the wing wall before yielding,as well as the main wall cracks develop at an angle of 45°.With the action of axial compression,cracks are mainly distributed in the main wall before yielding,with cracks in the main wall developing more intensively at 60°.The test results indicate that:when there is no axial compression,the walls slip in the later stages of loading.The yield load of Ⅰ-shaped Ⅰspecimen is 11% larger than that of Ⅰ-shaped Ⅱ specimen,and the peak load of Ⅰ-shaped specimen Ⅰ is 9%smaller than that of Ⅰ-shaped Ⅱ specimen.When axial compression is present,the specimen does not exhibit any notable slip.Compared with the Ⅰ-shaped Ⅱ specimen,the connection of the Ⅰ-shaped Ⅰ specimen is more reliable with higher bearing capacity and higher overall deformability,and the stiffness degrades more slowly.Compared with the case that without axial compression,the yield load of the two kinds of specimens connected by soft cables both increase by about 110%,while the peak load increase by 101% and 77%,respectively.The ultimate displacement angle of the two specimens also increase by 200% and 97%,respectively,and the influence of the different connections on the cracking load is eliminated.The Ⅰ-shaped Ⅰ specimen is suitable for the case with axial compression,and the Ⅰ-shaped Ⅱ specimen is suitable for the case without axial compression.
To study the seismic performance of assembled reinforced concrete perforated walls connected by soft cables,two kinds of full-scale Ⅰ-shaped wall specimens connected by soft cables(Ⅰ-shaped Ⅰ,Ⅰ-shaped Ⅱ) were tested under low cyclic lateral loads with different levels of axial compression.Through the tests it can be found that,with the increase of cyclic loading,large cracks appear at the junction between the main wall and the wing wall.The damage of the specimen is in the form of concrete crushing at the top of the junction between the main wall and wing wall.Without axial compression,cracks are mainly distributed in the wing wall before yielding,as well as the main wall cracks develop at an angle of 45°.With the action of axial compression,cracks are mainly distributed in the main wall before yielding,with cracks in the main wall developing more intensively at 60°.The test results indicate that:when there is no axial compression,the walls slip in the later stages of loading.The yield load of Ⅰ-shaped Ⅰspecimen is 11% larger than that of Ⅰ-shaped Ⅱ specimen,and the peak load of Ⅰ-shaped specimen Ⅰ is 9%smaller than that of Ⅰ-shaped Ⅱ specimen.When axial compression is present,the specimen does not exhibit any notable slip.Compared with the Ⅰ-shaped Ⅱ specimen,the connection of the Ⅰ-shaped Ⅰ specimen is more reliable with higher bearing capacity and higher overall deformability,and the stiffness degrades more slowly.Compared with the case that without axial compression,the yield load of the two kinds of specimens connected by soft cables both increase by about 110%,while the peak load increase by 101% and 77%,respectively.The ultimate displacement angle of the two specimens also increase by 200% and 97%,respectively,and the influence of the different connections on the cracking load is eliminated.The Ⅰ-shaped Ⅰ specimen is suitable for the case with axial compression,and the Ⅰ-shaped Ⅱ specimen is suitable for the case without axial compression.
引文
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[12]姜洪斌,陈再现,张家齐,等.预制钢筋混凝土剪力墙结构拟静力试验研究[J].建筑结构学报,2011,32(6):34-40.(JIANG Hongbin,CHEN Zaixian,ZHANG Jiaqi,et al.Quasi-static test of precast reinforced concrete shear wall structure[J].Journal of Building Structures,2011,32(6):34-40.(in Chinese))
[13]韩淼,蒋金卫,杜红凯,等.装配式空心剪力墙拟静力试验研究[J].建筑结构,2017,47(10):82-88.(HAN Miao,JIANG Jinwei,DU Hongkai,et al.Pseudostatic experimental study on prefabricated hollow shear walls[J].Building Structure,2017,47(10):82-88.(in Chinese))
[14]党育,杜永峰,李慧.基础隔震结构设计及施工指南[M].知识产权出版社,2007.
[2]张锡治,李义龙,安海玉.预制装配式混凝土剪力墙结构的研究与展望[J].建筑科学,2014,30(1):26-32.(ZHANG Xizhi,LI Yilong,AN Haiyu.Present research and prospect of precast concrete shear wall[J].Building Science,2014,30(1):26-32.(in Chinese))
[3]钱稼茹,杨新科,秦珩,等.竖向钢筋采用不同连接方法的预制钢筋混凝土剪力墙抗震性能试验[J].建筑结构学报,2011,32(6):51-59.(QIAN Jiaru,YANGXinke,QIN Heng,et al.Tests on seismic behavior of pre-cast shear walls with various methods of vertical reinforcement splicing[J].Journal of Building Structures,2011,32(6):51-59.(in Chinese))
[4]张季超,楚先锋,邱剑辉,等.高效、节能、环保预制钢筋混凝土结构住宅体系及其产业化[J].工程力学,2008,25(2):123-133.(ZHANG Jichao,CHUXianfeng,QIU Jianhui,et al.Efficient and energy-saving as well as environmental protection pre-cast reinforced concrete structure residential system and housing industrialization[J].Engineering Mechanics,2008,25(2):123-133.(in Chinese))
[5]黄宇星,祝磊,叶桢翔,等.预制混凝土结构连接方式研究综述[J].混凝土,2013(1):120-126.(HUANGYuxing,ZHU Lei,YE Zhenxiang,et al.Summary of precast concrete structural connection[J].Concrete,2013(1):120-126.(in Chinese))
[6]范力,吕西林,赵斌.预制混凝土框架结构抗震性能研究综述[J].结构工程师,2007(4):90-97.(FANLi,LU Xilin,ZHAO Bin.Summary of investigation on seismic behavior of precast concrete frame structures[J].Structral Engineers,2007(4):90-97.(in Chinese))
[7]CLOUGH R W,MALHAS F,OLIVA M G.Seismic behavior of large panel precast concrete walls:analysis and experiment[J].PCI Journal,1989,34(5):42-66.
[8]SOUDKI K A,RIZKALLA S H.Horizontal connection forprecast concrete shear wall subjected to cyclic deformation:part 1:mild steel connections[J].PCIJournal,1995,40(4):78-96.
[9]BORA C,OLIVA M G,NAKAKI S D,et al.Development of a precast concrete shear-wall system requiring special code acceptance[J].PCI Journal,2007,52(1):122-135.
[10]姜洪斌,张海顺,刘文清,等.预制混凝土结构插入式预留孔灌浆钢筋锚固性能[J].哈尔滨工业大学学报,2011,43(4):28-3l.(JIANG Hongbin,ZHANGHaishun,LIU Wenqing,et a1.Experimental study on plug-in filling hole for steel bar anchorage of the PCstructure[J].Journal of Harbin Institute of Technology,2011,43(4):28-31.(in Chinese))
[11]姜洪斌,张海顺,刘文清,等.预制混凝土插入式预留孔灌浆钢筋搭接试验[J].哈尔滨工业大学学报,2011,43(10):18-23.(JIANG Hongbin,ZHANGHaishun,LIU Wenqing,et a1.Experimental study on plug-in filling hole for steel bar lapping of precast concrete structure[J].Journal of Harbin Institute of Technology,2011,43(10):18-23.(in Chinese))
[12]姜洪斌,陈再现,张家齐,等.预制钢筋混凝土剪力墙结构拟静力试验研究[J].建筑结构学报,2011,32(6):34-40.(JIANG Hongbin,CHEN Zaixian,ZHANG Jiaqi,et al.Quasi-static test of precast reinforced concrete shear wall structure[J].Journal of Building Structures,2011,32(6):34-40.(in Chinese))
[13]韩淼,蒋金卫,杜红凯,等.装配式空心剪力墙拟静力试验研究[J].建筑结构,2017,47(10):82-88.(HAN Miao,JIANG Jinwei,DU Hongkai,et al.Pseudostatic experimental study on prefabricated hollow shear walls[J].Building Structure,2017,47(10):82-88.(in Chinese))
[14]党育,杜永峰,李慧.基础隔震结构设计及施工指南[M].知识产权出版社,2007.