空间网格结构连续性倒塌试验研究
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摘要
为研究空间网格结构遭遇局部初始破坏后的结构响应、倒塌过程与倒塌机制,以单层球面网壳结构为研究对象,进行了1个直径为4.2 m,矢跨比为1/7的凯威特型网壳结构整体模型的连续性倒塌试验。施加节点集中荷载,采用自主研发的杆件破断触发装置使网壳模型的1根经向杆件发生突然破断,并以采样频率100 Hz采集网壳模型各位置杆件的高频动应变响应,基于高速摄像测量技术(帧频200 fps)获取模型节点的高速动位移响应。初始破坏发生后,网壳模型呈现出自破坏局部向周围逐步扩展的连续性破坏,最终整个模型完全翻转并在一系列最外层杆件断裂后部分坠落。试验结果表明:尽管单层球面网壳结构杆件众多,但单根杆件的失效仍可能触发连锁反应,导致整体结构的连续性倒塌;单根杆件破坏后,局部内力重分布导致的杆端节点出现点失稳,并引发周围节点顺次向下运动,这也是单层球面网壳结构遭遇局部初始破坏后倒塌的主要模式。
A space frame structure may suffer from unexpected local damage during its long-time service. To study the structural response and the collapse process under such circumstance,progressive collapse test of a single-layer spherical shell model was conducted. The diameter of the Kiewitt shell model was 4. 2 m,and the rise-span ratio is1 /7. The shell model was statically loaded with joint load first,then one of its meridian member was broken by a member-breaking device which was invented to break structural members instantaneously. The dynamic strain responses of the remaining structural members were collected with frequency of 100 Hz,and the dynamic spatial displacements of the structural joints were obtained through high-speed videography technique with frequency of200 fps. During the test,the local damage spread across the whole shell model and led to a turn-over deformation.Whereafter,many members that connected to the supports fractured,and a great part of the shell model dropped onto lab ground. Experimental results show that: although there are hundreds of members in a single-layer spherical shell,the failure of a single member can cause catastrophic collapse of the whole structure; after the failure of the initial breaking member,failure of local internal force redistribution at any of its end joints may cause point buckling of this joint,and leads to successive downward movements of the surrounding joints,which is the progressive collapse mechanism of a single-layer spherical shell.
A space frame structure may suffer from unexpected local damage during its long-time service. To study the structural response and the collapse process under such circumstance,progressive collapse test of a single-layer spherical shell model was conducted. The diameter of the Kiewitt shell model was 4. 2 m,and the rise-span ratio is1 /7. The shell model was statically loaded with joint load first,then one of its meridian member was broken by a member-breaking device which was invented to break structural members instantaneously. The dynamic strain responses of the remaining structural members were collected with frequency of 100 Hz,and the dynamic spatial displacements of the structural joints were obtained through high-speed videography technique with frequency of200 fps. During the test,the local damage spread across the whole shell model and led to a turn-over deformation.Whereafter,many members that connected to the supports fractured,and a great part of the shell model dropped onto lab ground. Experimental results show that: although there are hundreds of members in a single-layer spherical shell,the failure of a single member can cause catastrophic collapse of the whole structure; after the failure of the initial breaking member,failure of local internal force redistribution at any of its end joints may cause point buckling of this joint,and leads to successive downward movements of the surrounding joints,which is the progressive collapse mechanism of a single-layer spherical shell.
引文
[1]赵宪忠,闫伸,陈以一.大跨度空间结构连续性倒塌研究方法与现状[J].建筑结构学报,2013,34(4):1-14.(ZHAO Xianzhong,YAN Shen,CHEN Yiyi.A review on the progressive collapse study for large-span space structures[J].Journal of Building Structures,2013,34(4):1-14.(in Chinese))
[2]GSA.Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects[S].Washington DC:General Services Administration,2003.
[3]JISF.Guidelines for collapse control designconstruction of steel buildings with high redundancy:vol.1:design[S].Tokyo:Japan Iron and Steel Federation,2005.
[4]UFC 4-023-03 Design of buildings to resist progressive collapse.unified facilities criteria[S].Washington DC:Department of Defense,2005.
[5]CECS 392—2014建筑结构抗倒塌设计规范[S].北京:中国计划出版社,2015.(CECS 392—2014Code for anti-collapse design of building structures[S].Beijing:China Planning Press,2015.(in Chinese))
[6]丁阳,汪明,李忠献.爆炸荷载作用下平板网架结构破坏倒塌分析[J].土木工程学报,2010,43(增刊1):34-41.(DING Yang,WANG Ming,LI Zhongxian.Numerical analysis of the damage and collapse process of planar lattice structures under blast loads[J].China Civil Engineering Journal,2010,43(Suppl.1):34-41.(in Chinese))
[7]蔡建国,王蜂岚,冯健,等.新广州站索拱结构屋盖体系连续倒塌分析[J].建筑结构学报,2010,31(7):103-109.(CAI Jianguo,WANG Fenglan,FENG Jian,et al.Progressive collapse analysis of cable-arch structures of the New Guangzhou Railway Station[J].Journal of Building Structures,2010,31(7):103-109.(in Chinese))
[8]余佳亮.无站台柱张弦桁架雨棚结构性能分析与倒塌模拟研究[D].杭州:浙江大学,2012:141-155.(YU Jialiang.Performance analysis and collapse research of non-platform-column truss string shelters[D].Hangzhou:Zhejiang University,2012:141-155.(in Chinese))
[9]朱奕锋,冯健,蔡建国,等.梅江会展中心张弦桁架抗连续倒塌分析[J].建筑结构学报,2013,34(3):45-53.(ZHU Yifeng,FENG Jian,CAI Jianguo,et al.Analysis on progressive collapse resistance of truss string structure of Meijiang Exhibition Center[J].Journal of Building Structures,2013,34(3):45-53.(in Chinese))
[10]张微敬,张鹏.弦支穹顶结构连续倒塌仿真分析[C]//第12届全国现代结构工程学术研讨会论文集.天津:天津大学,2012:424-429.(ZHANG Weijing,ZHANG Peng.Numerical simulation of progressive collapse of suspend-dome structures[C]//Proceeding of the Twelfth National Conference on Modern Structural Engineering.Tianjin:Tianjin University,2012:424-429.(in Chinese))
[11]JGJ 7—2010空间网格结构技术规程[S].北京:中国建筑工业出版社,2010.(JGJ 7—2010 Technical specification for space frame structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese))
[12]Sasani M,Kazemi A,Sagiroglu S,et al.Progressive collapse resistance of an actual 11-story structure subjected to severe initial damage[J].Journal of Structural Engineering,ASCE,2011,137(9):893-902.
[13]Song B I,Sezen H.Experimental and analytical progressive collapse assessment of a steel frame building[J].Engineering Structures,2013,56(11):664-672.
[14]陈俊岭,彭文兵,黄鑫.二层钢框架-组合楼板体系抗倒塌试验研究[J].同济大学学报(自然科学版),2012,40(9):1300-1305.(CHEN Junling,PENG Wenbing,HUANG Xin.Experimental study on progressive collapse resistance of two-story steel moment-frame with composite slabs[J].Journal of Tongji University(Natural Science),2012,40(9):1300-1305.(in Chinese))
[15]王磊,陈以一,李玲,等.引入初始破坏的桁梁结构倒塌试验研究[J].同济大学学报(自然科学版),2010,38(5):644-649.(WANG Lei,CHEN Yiyi,LI Ling,et al.Experimental study on beam-truss structure model by introducing incipient failure in collapse[J].Journal of Tongji University(Natural Science),2010,38(5):644-649.(in Chinese))
[2]GSA.Progressive collapse analysis and design guidelines for new federal office buildings and major modernization projects[S].Washington DC:General Services Administration,2003.
[3]JISF.Guidelines for collapse control designconstruction of steel buildings with high redundancy:vol.1:design[S].Tokyo:Japan Iron and Steel Federation,2005.
[4]UFC 4-023-03 Design of buildings to resist progressive collapse.unified facilities criteria[S].Washington DC:Department of Defense,2005.
[5]CECS 392—2014建筑结构抗倒塌设计规范[S].北京:中国计划出版社,2015.(CECS 392—2014Code for anti-collapse design of building structures[S].Beijing:China Planning Press,2015.(in Chinese))
[6]丁阳,汪明,李忠献.爆炸荷载作用下平板网架结构破坏倒塌分析[J].土木工程学报,2010,43(增刊1):34-41.(DING Yang,WANG Ming,LI Zhongxian.Numerical analysis of the damage and collapse process of planar lattice structures under blast loads[J].China Civil Engineering Journal,2010,43(Suppl.1):34-41.(in Chinese))
[7]蔡建国,王蜂岚,冯健,等.新广州站索拱结构屋盖体系连续倒塌分析[J].建筑结构学报,2010,31(7):103-109.(CAI Jianguo,WANG Fenglan,FENG Jian,et al.Progressive collapse analysis of cable-arch structures of the New Guangzhou Railway Station[J].Journal of Building Structures,2010,31(7):103-109.(in Chinese))
[8]余佳亮.无站台柱张弦桁架雨棚结构性能分析与倒塌模拟研究[D].杭州:浙江大学,2012:141-155.(YU Jialiang.Performance analysis and collapse research of non-platform-column truss string shelters[D].Hangzhou:Zhejiang University,2012:141-155.(in Chinese))
[9]朱奕锋,冯健,蔡建国,等.梅江会展中心张弦桁架抗连续倒塌分析[J].建筑结构学报,2013,34(3):45-53.(ZHU Yifeng,FENG Jian,CAI Jianguo,et al.Analysis on progressive collapse resistance of truss string structure of Meijiang Exhibition Center[J].Journal of Building Structures,2013,34(3):45-53.(in Chinese))
[10]张微敬,张鹏.弦支穹顶结构连续倒塌仿真分析[C]//第12届全国现代结构工程学术研讨会论文集.天津:天津大学,2012:424-429.(ZHANG Weijing,ZHANG Peng.Numerical simulation of progressive collapse of suspend-dome structures[C]//Proceeding of the Twelfth National Conference on Modern Structural Engineering.Tianjin:Tianjin University,2012:424-429.(in Chinese))
[11]JGJ 7—2010空间网格结构技术规程[S].北京:中国建筑工业出版社,2010.(JGJ 7—2010 Technical specification for space frame structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese))
[12]Sasani M,Kazemi A,Sagiroglu S,et al.Progressive collapse resistance of an actual 11-story structure subjected to severe initial damage[J].Journal of Structural Engineering,ASCE,2011,137(9):893-902.
[13]Song B I,Sezen H.Experimental and analytical progressive collapse assessment of a steel frame building[J].Engineering Structures,2013,56(11):664-672.
[14]陈俊岭,彭文兵,黄鑫.二层钢框架-组合楼板体系抗倒塌试验研究[J].同济大学学报(自然科学版),2012,40(9):1300-1305.(CHEN Junling,PENG Wenbing,HUANG Xin.Experimental study on progressive collapse resistance of two-story steel moment-frame with composite slabs[J].Journal of Tongji University(Natural Science),2012,40(9):1300-1305.(in Chinese))
[15]王磊,陈以一,李玲,等.引入初始破坏的桁梁结构倒塌试验研究[J].同济大学学报(自然科学版),2010,38(5):644-649.(WANG Lei,CHEN Yiyi,LI Ling,et al.Experimental study on beam-truss structure model by introducing incipient failure in collapse[J].Journal of Tongji University(Natural Science),2010,38(5):644-649.(in Chinese))