冲击荷载作用下腹板开洞钢梁抗连续倒塌性能研究
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摘要
采用ABAQUS有限元软件,模拟了腹板开洞钢梁在冲击荷载作用下的抗连续倒塌性能试验,并对比同一荷载工况下腹板未开洞钢梁的力学性能。模拟结果表明:在冲击荷载作用下,钢梁腹板开洞对框架的冲击力时程曲线影响明显,对侧向位移曲线影响不大,冲击力峰值的差值及侧向位移最值差值较小,框架的变形破坏形式变化明显。
The ABAQUS finite element software was used to simulate the progressive collapse resistance of a steel beam with web openings under impact load,which compared to the mechanical properties of a steel beam without web openings under the same loading conditions. The simulation results showed that under the impact loads,the effect of web openings on the frame impact time-history curvea was obvious,but it had little influence on the lateral displacement curve. Moreover,due to the opening of the steel girder web,the maximum difference of the lateral displacement and the peak difference of the impact force were small. The failure mode of the framework changed significantly.
The ABAQUS finite element software was used to simulate the progressive collapse resistance of a steel beam with web openings under impact load,which compared to the mechanical properties of a steel beam without web openings under the same loading conditions. The simulation results showed that under the impact loads,the effect of web openings on the frame impact time-history curvea was obvious,but it had little influence on the lateral displacement curve. Moreover,due to the opening of the steel girder web,the maximum difference of the lateral displacement and the peak difference of the impact force were small. The failure mode of the framework changed significantly.
引文
[1]霍静思,张晋清,陈柏生,等.冲击荷载作用下热轧H型钢梁力学性能试验研究[J].建筑结构学报,2011,32(12):242-249.
[2]王蕊,裴畅.热轧H型钢梁在侧向冲击荷载作用下动力响应的参数分析[J].工程力学,2013,30(增刊1):258-262.
[3]宋戈,王来.基于连续倒塌工况下间隔空腹桁架式钢框架受力性能分析[J].钢结构,2015,30(12):19-23.
[4]刘锋,吕西林.冲击载荷作用下框架结构的非线性动力响应[J].振动工程学报,2008,21(2):107-114.
[5]ASCE.Minimum Design for Buildings and Other Structures:ASCE/SEI 7-05[S].Reston:American Society of Civil Engineers,2006.
[6]中华人民共和国住房和城乡建设部.高层民用建筑钢结构技术规程:JGJ 99—2015[S].北京:中国建筑工业出版社,2015.
[7]陈刚,陈忠富,陶俊林,等.45钢动态塑性本构参量与验证[J].爆炸与冲击,2005,25(5):451-456.
[8]PERZYNA P.Fundamental Problems in Viscplasticity[J].Advances in Applied Mechanics,1966(9):243-377.
[9]BODNER S R,SYMONDS P S.Plastic Deformations in Impact and Impulsive Loading of Beam[C]//Proceedings of the 2nd Symposia on Naval Structural Mechanics.1960.
[10]IZZUDDIN B A,FANG Q.Rate-Sensitive Analysis of Framed Structures,Part I:Model Formulation and Verification[J].Structure of Engineering Mechanics,1997(5):221-237.
[11]PANEDPOJAMAN P,SAELONG W.Accuracy of Available Methods to Evaluate Vierendeel Failure Load[G]//Transactions on Engineering Technologies.Netherlands:Springer,2015.
[12]张云鹏.横向冲击下钢梁的冲击荷载研究[D].北京:中国农业大学,2007.
[13]CHUNG K F,LIU T C H,KO A C H.Investigation on Vierendeel Mechanism in Steel Beams with Circular Web Openings[J].Journal of Constructional Steel Research,2001,57(5):467-490.
[2]王蕊,裴畅.热轧H型钢梁在侧向冲击荷载作用下动力响应的参数分析[J].工程力学,2013,30(增刊1):258-262.
[3]宋戈,王来.基于连续倒塌工况下间隔空腹桁架式钢框架受力性能分析[J].钢结构,2015,30(12):19-23.
[4]刘锋,吕西林.冲击载荷作用下框架结构的非线性动力响应[J].振动工程学报,2008,21(2):107-114.
[5]ASCE.Minimum Design for Buildings and Other Structures:ASCE/SEI 7-05[S].Reston:American Society of Civil Engineers,2006.
[6]中华人民共和国住房和城乡建设部.高层民用建筑钢结构技术规程:JGJ 99—2015[S].北京:中国建筑工业出版社,2015.
[7]陈刚,陈忠富,陶俊林,等.45钢动态塑性本构参量与验证[J].爆炸与冲击,2005,25(5):451-456.
[8]PERZYNA P.Fundamental Problems in Viscplasticity[J].Advances in Applied Mechanics,1966(9):243-377.
[9]BODNER S R,SYMONDS P S.Plastic Deformations in Impact and Impulsive Loading of Beam[C]//Proceedings of the 2nd Symposia on Naval Structural Mechanics.1960.
[10]IZZUDDIN B A,FANG Q.Rate-Sensitive Analysis of Framed Structures,Part I:Model Formulation and Verification[J].Structure of Engineering Mechanics,1997(5):221-237.
[11]PANEDPOJAMAN P,SAELONG W.Accuracy of Available Methods to Evaluate Vierendeel Failure Load[G]//Transactions on Engineering Technologies.Netherlands:Springer,2015.
[12]张云鹏.横向冲击下钢梁的冲击荷载研究[D].北京:中国农业大学,2007.
[13]CHUNG K F,LIU T C H,KO A C H.Investigation on Vierendeel Mechanism in Steel Beams with Circular Web Openings[J].Journal of Constructional Steel Research,2001,57(5):467-490.