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类型 基础研究 预答辩日期 2017-09-15
开始(开题)日期 2015-06-01 论文结束日期 2017-06-11
地点 土木馆203 论文选题来源 省(自治区、直辖市)项目    论文字数 8.4 (万字)
题目 新型槽口无粘结水平接缝预制剪力墙的抗震性能研究
主题词 预制剪力墙,槽口无粘结,抗震性能,延性,耗能
摘要 装配式剪力墙结构是我国建筑工业化进程中的重要结构形式,其接缝的可靠连接是保证结构抗震性能的关键,为提高装配式剪力墙的抗震性能,本文提出一种新型装配式剪力墙水平接缝连接形式:槽口无粘结水平接缝,槽口用于提高接缝的抗剪承载力,无粘结普通钢筋用于提高剪力墙的延性及耗能能力。该连接形式具有相对明确的损伤机制,能够改善接缝处钢筋应力集中的问题,施工方便,造价低廉。故该连接形式能够以较简单的操作及较低的成本得到结构较高的抗震性能。鉴于此,作者通过试验研究、数值模拟及理论研究分析槽口无粘结水平接缝剪力墙的抗震性能,并进行抗震性能评价。主要研究内容和成果包括以下几个方面: 1. 以轴压比和无粘结度为试验参数,对槽口无粘结水平接缝剪力墙进行低周反复荷载试验,结果表明:墙体最终的破坏形态为边缘构件钢筋屈服,墙体底部混凝土压碎。槽口使墙体在整个加载过程中无水平滑移,说明接缝连接可靠。无粘结钢筋可明显提高墙体的延性及耗能能力,而且几乎没有降低墙体的承载力。 2. 将槽口无粘结水平接缝剪力墙与常规接缝剪力墙、现浇剪力墙进行抗震性能对比分析,结果表明:三墙体的开裂荷载、屈服荷载及峰值荷载接近。槽口使接缝处无水平滑移。三墙体的最终破坏形态均为边缘构件钢筋屈服,墙体底部混凝土压碎。相比常规接缝剪力墙及现浇剪力墙,槽口无粘结水平接缝剪力墙的滞回环相对饱满,延性提高约25%,耗能能力提高57%。 3. 利用ABAQUS有限元软件,建立槽口无粘结水平接缝剪力墙模型,提出接缝的模拟方法。采用试验结果对模拟结果进行验证。分析墙体的破坏形态、混凝土的压缩损伤、混凝土的裂缝分布及钢筋应力分布等。研究无粘结长度、无粘结度及轴压比对槽口无粘结水平接缝剪力墙抗震性能的影响规律。 4. 根据混凝土界面的剪切摩擦理论,考虑灌浆料、轴压比及钢筋的抗剪作用,提出槽口无粘结水平接缝的抗剪承载力计算公式,通过有限元模拟结果进行验证,并分析槽口数量对槽口无粘结水平接缝各部分抗剪承载力的影响,结果表明:斜压杆的抗剪承载力随槽口数量的增加而增大,滑移面上的剪切摩擦力及连接钢筋的抗剪承载力随槽口数量的增加而减小。分析比较槽口无粘结水平接缝的抗剪承载力与常规接缝的抗剪承载力,结果表明:槽口无粘结水平接缝抗剪承载力比常规接缝抗剪承载力提高22%。最后,对接缝处槽口提出设计建议。 5. 将无粘结钢筋的“应变滞后”引起的受拉钢筋应变及相对界限受压区高度的变化引入到规范的压弯承载力计算公式中,得到槽口无粘结水平接缝剪力墙的抗弯承载力理论值,并与试验值进行比较,结果表明:两者相差很小,公式可行,假定成立。分析无粘结长度对槽口无粘结水平接缝剪力墙压弯承载力的影响,并与现浇剪力墙进行对比,结果表明:槽口无粘结水平接缝剪力墙的承载力与现浇剪力墙的承载力大致相等;分析无粘结度对槽口无粘结水平接缝剪力墙压弯承载力的影响,结果表明:在大偏心受压下,四种无粘结度剪力墙的承载力相差很小;在小偏心受压下,无粘结度越小,槽口无粘结水平接缝剪力墙的承载力越大。 6. 考虑无粘结钢筋及约束边缘构件对剪力墙延性的影响,推导槽口无粘结水平接缝剪力墙曲率延性的计算公式。计算位移延性时,假定墙体顶点总位移近似由两部分组成:(1)连接钢筋为有粘结钢筋时,墙体自身在外力作用下产生的位移;(2)连接钢筋为无粘结钢筋时,无粘结钢筋的自由伸长对墙体位移的贡献。计算墙体的屈服位移及极限位移,并与试验结果进行对比。分析无粘结钢筋对屈服位移和极限位移的贡献大小,结果表明:无粘结钢筋对极限位移的贡献大于对屈服位移的贡献。 7. 对槽口无粘结水平接缝剪力墙结构进行抗震性能评价,结果表明:该结构基本达到现浇剪力墙结构的抗震性能,同时也达到“小震不坏,中震可修,大震不倒”的抗震设防目标。分析结构在性能点处的楼层侧移、层间位移角、底层墙体的受压损伤分布情况及结构的刚度退化情况。分析无粘结长度及无粘结度对槽口无粘结水平接缝剪力墙结构抗震性能的影响,并提出设计建议值。
英文题目 STUDY ON SEISMIC PERFORMANCE OF PREFABRICATED SHEAR WALL WITH RABBET-UNBONDED HORIZONTAL CONNECTION
英文主题词 prefabricated shear wall,rabbet-unbonded,seismic performance,ductility,energy consumption
英文摘要 Prefabricated shear wall structure is an important structure form in the architecture industrialization process of our country, reliability of whose connection is the key to ensure the seismic performance. To improve the seismic performance of prefabricated shear wall, the author puts forward a new prefabricated shear wall connetion form: rabbet-unbonded horizontal connection, rabbets are used to improve the connection shear capacity, unbonded ordinary steels are used to improve the ductility and energy dissipation ability of shear wall. The new connection has a relatively clear damage mechanism, which can improve the steel stress concentration at connection. What’s more, the new connection’s construction is convenient and cost is low. Therefore, by the new connection form, we can obtain higher seismic performance through a relatively simpler operation and lower cost. In view of this, the author studies the seismic performance of prefabricated shear wall with rabbet-unbonded horizontal connection through experiment study, numerical simulation and theoretical analysis and finally evaluates the seismic performance. The main research contents and achievements are as follows: 1. The quasi static tests of prefabricated shear walls with rabbet-unbonded horizontal connection are carried out with the axial compression ratio and unbonded degree as parameters. The results show that the ultimate failure pattern is that the edge steels yield, and then the concrete at the bottom of wall is crushed. There is no stiding at the connection in the loading process because of the rabbets, which states that the connection is reliable. Unbonded steels can obviously improve ductility and energy dissipation capacity of precast shear wall and have less effect on the bearing capacity of wall. 2. The seismic performance of shear wall with rabbet-unbonded connection, shear wall with flat interface connection and cast-in-place shear wall are compared. The results show that the cracking load, yield load and peak load of three walls are almost equivalent. The rabbets make the connection no stiding. The final failure pattern of three walls is edge steels yield, and then the concrete at the bottom of wall is crushed. Compared with the shear wall with flat interface connection and cast-in-place shear wall, hysteresis loop of shear wall with rabbet-unbonded connection is relatively full, whose ductility increases by 25% and energy dissipation capacity increases by 57%. 3. The author establishes shear wall with rabbet-unbonded connection model using the finite element software ABAQUS and puts forward the simulation method of connection. The simulation result is validated by test results. Then, the wall failure pattern, concrete compression damage, concrete cracks distribution and steel stress distribution are analyzed. Finally, the effects of unbonded length, unbonded degree and axial compression ratio on seismic performance of precast shear wall with rabbet-unbonded connection are analyzed. 4. According to the shear friction theory of concrete interface, considering the grouting material, axial compression ratio and the shear effect of steel, the author puts forward the shear bearing capacity calculation formula of rabbet-unbonded horizontal connection, which is validated by numerical simulation results. After that, the effect of rabbet number on different shear bearing capacity parts of rabbet-unbonded horizontal connection is analyzed. The results show that that the shear bearing capacity of oblique compression bar increases with the increase of rabbet number. However, the shear friction of the sliding surface and the shear bearing capacity of the connecting steels decrease with the increase of rabbet number. Finally, the shear bearing capacities between shear wall with rabbet-unbonded connection and shear wall with flat interface connection are compared. The results show that shear bearing capacity of shear wall with rabbet-unbonded connection increases by 22%. Finally, the design suggestions at horizontal connection are put forward. 5. The “strain lag”of unbonded steel causes the changes of tensile steel strain and the relative boundary compressive height. Introduce the changes into the axial force-moment capacity calculation formula in specification. And the theoretical value of flexural bearing capacity can be obtained, which is compared with the test value, and the result shows that difference of both values is very small, which states that the formula and assumptions are feasible. Then, the effect of unbonded length on axial force-moment capacity of shear wall with rabbet-unbonded connection is analyzed, which is compared with that of cast-in-place shear wall. The results show that the bearing capacity of shear wall with rabbet-unbonded connection and cast-in-place shear wall is roughly equal. What’s more, the effect of unbonded degree on axial force-moment capacity of shear wall with rabbet-unbonded connection is analyzed. The results show that for large eccentric compression, the axial force-moment capacities in different unbonded degrees are slightly different. However, for small eccentric compression, the axial force-moment capacity increases with the decrease of unbonded degree. 6. Considering the effect of unbonded steel and edge constraint component on shear wall ductility, the calculation formula of curvature ductility is derived. To calculate the displacement ductility, assumed that the total displacement is approximatly made up of two parts: (1) the displacement which is produced by the wall itself when the connecting steels are bonded; (2) the displacement which is produced by free elongation of unbonded steel when the connecting steels are unbonded. The yield displacement and ultimate displacement are calculated and compared with the test values. Finally, the contribution of unbonded steel to yield displacement and ultimate displacement is analyzed. The results show that the unbonded steel’s contribution to ultimate displacement is greater than that to yield displacement. 7. The seismic performance of shear wall with rabbet-unbonded connection is evaluated. The results show that the structure achieves seismic performance of cast-in-place shear wall structure and achieves "small earthquake not bad, moderate earthquake repairable, great earthquake not collapse" seismic fortification goal. The floor lateral, interlayer displacement angle, the compression damage distribution at the bottom wall and structural stiffness degradation in performance point are analyzed. Then, the effects of unbonded length and degree on seismic performance of shear wall with rabbet-unbonded connection are analyzed. Finally, the design suggestions are put forward.
学术讨论
主办单位时间地点报告人报告主题
东南大学 2015年10月30日 逸夫建筑馆607 孙崇芳 槽口无粘结水平接缝预制剪力墙的承载力及延性分析
东南大学 2016年9月28日 土木馆203 孙崇芳 关于基金申请审查意见的讨论
东南大学 2015年8月12日 逸夫建筑馆607 孙崇芳 预制装配式剪力墙拼缝的压弯承载力计算方法
东南大学 2014年4月16日 土木馆203 孙崇芳 钢筋浆锚连接装配式剪力墙结构的抗震设计研究
东南大学 2013年10月 南京市中心大酒店 吴东岳 海门中南世纪城3.5期96#楼结构设计介绍
东南大学 2013年10月22日 土木馆203 吴东岳 海门96#楼(NPC结构)抗震设防专项审查汇报
东南大学 2015年1月20日 土木馆203 杨建 钢管聚丙烯纤维高强混凝土柱抗震性能研究
东南大学 2016年11月15日 逸夫建筑馆607 杨建 ECC材料力学性能及在预制装配式剪力墙中的应用研究
     
学术会议
会议名称时间地点本人报告本人报告题目
The 2nd Australasian Conference on Computational Mechanics 2015年11月30日-12月1日 Brisbane The research of calculation method on vertical natural frequency of the new full-prefabricated floor
第十届全国高强与高性能混凝土学术交流会 2016年11月25-27日 江苏省会议中心 钢筋无粘结在装配式混凝土剪力墙水平接缝中的应用研究
     
代表作
论文名称
Experimental study and comfort analysis of a new-type precast assembly floor under human-induced loa
装配式剪力墙槽口-无粘结水平接缝的抗剪承载力研究
新型预制装配式楼盖人行荷载下舒适度试验研究
 
答辩委员会组成信息
姓名职称导师类别工作单位是否主席备注
郭正兴 正高 教授 博导 东南大学
陈忠范 正高 教授 博导 东南大学
汪基伟 正高 教授 博导 河海大学
傅传国 正高 教授 博导 山东建筑大学
朱筱俊 正高 研究员级高工 硕导 东南大学
      
答辩秘书信息
姓名职称工作单位备注
许巍 其他 工程师 东南大学