廖莎1,王振生1,4,周云1,2,3?覮,裴熠麟1,2,5,易伟建1,2.全装配式延性节点混凝土框架子结构 抗连续倒塌试验研究[J].湖南大学学报:自然科学版,2020,(7):50~60
全装配式延性节点混凝土框架子结构 抗连续倒塌试验研究
Experimental Study on Progressive Collapse Resistance of Fully AssembledPrecast Concrete Frame Substructure with Ductile Connections
  
DOI:
中文关键词:  全装配式结构  延性杆节点  连续倒塌  拟静力试验  失效模式
英文关键词:fully assembled precast concrete structure  ductile rod conection  progressive collapse  quasi-static load test  failure mode
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作者单位
廖莎1,王振生1,4,周云1,2,3?覮,裴熠麟1,2,5,易伟建1,2 (1. 湖南大学 土木工程学院湖南 长沙 4100822. 工程结构损伤诊断湖南省重点实验室(湖南大学)湖南 长沙 410082 3. 绿色先进土木工程材料及应用技术湖南省重点实验室湖南 长沙 410082 4. 建筑安全与节能教育部重点实验室(湖南大学)湖南 长沙 410082 5. 建筑安全与环境国际联合研究中心湖南 长沙 410082) 
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中文摘要:
      为研究全装配式干节点连接的钢筋混凝土框架结构的抗连续倒塌性能,采用1/2缩尺比例设计了两榀全装配式(PC)试件进行静载试验研究. 其中装配式结构在梁柱节点处采用高强螺栓-延性杆-锚固板的连接方式,其中PC1试件未设置牛腿,PC2试件采用暗牛腿,另外结合一榀本团队开展的现浇框架结构RC试件进行对比研究. 对两个试件分别进行了中柱移除状态下的竖向加载拟静力试验,并对加载过程中测试所获得的结构极限承载力、应变响应、变形性能及失效破坏模式依次进行了分析. 试验结果表明,与RC试件中既存在压拱效应又存在悬链线效应相比,两个PC试件中只存在压拱效应阶段,表明该类型全装配式结构的抗倒塌能力相对不足. 同时PC1和PC2试件的极限承载力分别为RC试件在压拱效应阶段峰值荷载的95%和123%,相应的极限位移仅为RC试件的48%和61%. 试验过程中,PC试件的受力及变形区域则主要集中在节点连接处,其材料利用率相对有限,PC试件则因节点区域内延性杆与锚固板连接处发生断裂而失效.
英文摘要:
      To research the progressive collapse resistance performance of fully assembled precast concrete frame structure, two half-scale precast concrete(PC) specimens were designed and studied by static tests. The PC specimens were built by high-strength bolt and anchor plate with ductile rod connections in the beam-column joint region, where one specimen(PC1) was designed without corbel component, while the hided corbel was employed in another one(PC2). In addition,a cast-in-situ reinforced concrete(RC) frame tested by our research team previously was used as a comparison reference. The quasi-static load tests were conducted for the specimens under mid-column loss scenario. The structure responses including ultimate loading capacity,strain response,deformation performance and failure mode were discussed,respectively. Compared with the RC specimen where both compressive arch action(CAA) and catenary action existed, only the CAA was observed in PC specimens,indicating that this type of PC structures has a lower secondary progressive collapse resistance capacity. Meanwhile,the ultimate load of PC1 and PC2 was 95% and 123% of that of RC specimen at CAA stage,respectively,while the ultimate displacement of PC1 and PC2 was 48% and 61% of that of RC specimen, respectively. During testing,the deformation and strain response of PC specimens was mainly concentrated on the joint region. The PC specimens were damaged by the fracture of ductile rod with anchor plate.
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