| 引用本文: | 张宗敏,曹万林,王如伟,侯建群,陈宇军,李东彬.装配式钢框架-带肋薄墙板结构振动台试验[J].哈尔滨工业大学学报,2020,52(10):10.DOI:10.11918/202002052 |
| ZHANG Zongmin,CAO Wanlin,WANG Ruwei,HOU Jianqun,CHEN Yujun,LI Dongbin.Shaking table test on prefabricated steel frame structure with ribbed thin walls[J].Journal of Harbin Institute of Technology,2020,52(10):10.DOI:10.11918/202002052 |
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| 装配式钢框架-带肋薄墙板结构振动台试验 |
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张宗敏1,2,曹万林1,王如伟1,侯建群3,陈宇军3,李东彬4
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(1.北京工业大学 建筑工程学院, 北京 100124; 2.华北水利水电大学 土木与交通学院, 郑州 450046; 3.清华大学建筑设计研究院有限公司, 北京 100084; 4.中国建筑技术集团有限公司, 北京 100013)
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| 摘要: |
| 为研究装配式钢框架–带肋薄墙板结构的抗震性能,设计制作了一个两层两跨的足尺房屋模型,并对其展开了12个工况组的振动台试验. 试验选用El Centro波、Taft波和人工波,地震动加速度峰值（peak ground acceleration, PGA）从0.07 g逐级增长至1.2 g.研究了模型在各工况下的破坏特征、动力特性和地震响应. 结果表明:8度基本地震动时模型处于弹性阶段,8度罕遇地震动时模型损伤集中于装配式薄墙板,而钢框架应变较低. 随着PGA增大,薄墙板作为结构的第一道抗震防线逐渐开裂变形,使得结构刚度逐渐退化,而钢框架损伤轻微. 最终PGA达到1.2 g时模型X向、Y向抗侧刚度分别下降37.8%和33.6%. 试验过程结构阻尼比介于4.29%～7.19%,呈逐渐增长的趋势；各楼层加速度放大系数介于0.93～2.46,低于传统刚性结构. 模型在8度多遇、罕遇地震动时的最大层间位移角分别为1/868和1/220,满足规范限值要求；在9度极罕遇地震动时最大层间位移角达到1/71而模型未倒塌,表明结构具有良好的抗震性能,可在高设防烈度地区应用. |
| 关键词: 方钢管混凝土柱 带肋墙板 振动台试验 残余层间位移 抗震性能 |
| DOI：10.11918/202002052 |
| 分类号:TU398 |
| 文献标识码:A |
| 基金项目:国家重点研发计划(2019YFD1101003) |
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| Shaking table test on prefabricated steel frame structure with ribbed thin walls |
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ZHANG Zongmin1,2,CAO Wanlin1,WANG Ruwei1,HOU Jianqun3,CHEN Yujun3,LI Dongbin4
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(1.College of Architecture and Civil Engineering, Beijing University of Technology, Beijing 100124, China; 2.School of Civil Engineering and Communication, North China University of Water Resources and Electric Power, Zhengzhou 450046, China; 3.Architectural Design and Research Institute of Tsinghua University Co. Ltd., Beijing 100084, China; 4.China Building Technique Group Co. Ltd., Beijing 100013, China)
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| Abstract: |
| To investigate the seismic performance of prefabricated steel frame structure with ribbed thin walls, a full-scale two-story two-span structural model was designed and constructed, and shaking table tests of 12 test groups were performed. Three seismic waves, i.e., El Centro wave, Taft wave, and an artificial wave, were selected for the tests. Peak ground acceleration (PGA) increased from 0.07 g to 1.2 g gradually during the tests process. Failure characteristics, dynamic characteristics, and seismic responses of the model were studied under different working conditions. Results show that the model was in elastic state under frequent ground motion of 8 degrees, and the damage of the model mainly occurred in the ribbed thin walls, while the strain of the steel frame was low under rare ground motion of 8 degrees. With the increase of PGA, the thin walls cracked gradually, and the lateral stiffness of the model degraded gradually, while minor damage occurred in the steel frame. When PGA reached 1.2 g, the lateral stiffness of the model decreased by 37.8% in X direction and 33.6% in Y direction. During the whole tests process, the damping ratio of the model increased gradually between 4.29% and 7.19%, and the acceleration magnification factor of the model was between 0.93 and 2.46, which was obviously lower than that of traditional rigid structure. The maximum inter-story drift ratios of the model under frequent ground motion and rare ground motion of 8 degrees were 1/868 and 1/220, which meet the drift ratio limits according to the design code. The maximum inter-story drift ratio of the model under very rare ground motion of 9 degrees was 1/71, and there was no danger of collapse, indicating good seismic performance. Hence, prefabricated steel frame structure with ribbed thin walls can be applied in high seismic fortification intensity regions. |
| Key words: concrete-filled square steel tubular column ribbed wallboard shaking table test residual inter-story drift seismic performance |
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