柱翼缘宽厚比对钢框架倒塌储备能力的影响
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摘要
运用ABAQUS软件的曲壳单元对考虑柱翼缘屈曲的单层钢框架结构进行增量动力分析,分析了柱翼缘宽厚比对钢框架结构抗倒塌储备能力的影响。结果表明:柱翼缘宽厚比不大于12时结构抗倒塌储备能力较好,大于12时结构抗倒塌储备能力较差;不出现塑性铰范围内的翼缘宽厚比可适当放宽。分析结果可供工程设计参考。
ABAQUS shell element was used to do the incremental dynamic analysis of the single-story steel frames which consider the local buckling of the column flange.The influence of column flange width-thickness ratio on the seismic collapse margin was studied.The results show that while the column flange width-thickness ratio less than12the seismic collapse margin is good;and the seismic collapse margin is poor when it is greater than 12.Also they show that the flange width-thickness ratio of the non-plastic hinge range of the column can be increased properly.The results can be used for engineering design reference.
ABAQUS shell element was used to do the incremental dynamic analysis of the single-story steel frames which consider the local buckling of the column flange.The influence of column flange width-thickness ratio on the seismic collapse margin was studied.The results show that while the column flange width-thickness ratio less than12the seismic collapse margin is good;and the seismic collapse margin is poor when it is greater than 12.Also they show that the flange width-thickness ratio of the non-plastic hinge range of the column can be increased properly.The results can be used for engineering design reference.
引文
[1]FEMA 695 Quantification of Building Seismic Performance Factors[S].
[2]彭成,何若全,冯进.基于不同超强和延性下钢框架的抗倒塌储备系数[J].苏州科技学院学报:工程技术版,2012,25(2):36-41.
[3]Vamvatsikos D,Cornell C A.Incremental Dynamic Analysis[J].Earthquake Engineering and Structure Dynamics,2002,31(3):491-514.
[4]Shome N,Cornell C A.Probabilistic Seismic Demand Analysis of Nonlinear Structures[R].Report No.RMS~35,Reliability of Marine Structures Program,Department of Civil Engineering,Stanford University,Stanford,CA,1999.
[5]FEMA 351 Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings[S].
[6]GB 50011—2010建筑抗震设计规范[S].
[7]JGJ 99—98高层民用建筑钢结构技术规程[S].
[8]JGJ 3—2010高层建筑混凝土结构技术规程[S].
[9]王朝波.既有多高层钢框架抗震鉴定指标体系及分析方法研究[D].上海:同济大学,2007.
[10]邓椿森,施刚,张勇,等.中外抗震设计规范关于钢柱板件宽厚比限值的比较[J].青岛理工大学学报,2010,32(5):41-48.
[11]GB 50017—2003钢结构设计规范[S].
[12]陆新征,叶列平.柱轴压比对我国RC框架结构抗地震倒塌能力的影响[J].工程抗震与加固改造,2010,32(5):26-35.
[2]彭成,何若全,冯进.基于不同超强和延性下钢框架的抗倒塌储备系数[J].苏州科技学院学报:工程技术版,2012,25(2):36-41.
[3]Vamvatsikos D,Cornell C A.Incremental Dynamic Analysis[J].Earthquake Engineering and Structure Dynamics,2002,31(3):491-514.
[4]Shome N,Cornell C A.Probabilistic Seismic Demand Analysis of Nonlinear Structures[R].Report No.RMS~35,Reliability of Marine Structures Program,Department of Civil Engineering,Stanford University,Stanford,CA,1999.
[5]FEMA 351 Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings[S].
[6]GB 50011—2010建筑抗震设计规范[S].
[7]JGJ 99—98高层民用建筑钢结构技术规程[S].
[8]JGJ 3—2010高层建筑混凝土结构技术规程[S].
[9]王朝波.既有多高层钢框架抗震鉴定指标体系及分析方法研究[D].上海:同济大学,2007.
[10]邓椿森,施刚,张勇,等.中外抗震设计规范关于钢柱板件宽厚比限值的比较[J].青岛理工大学学报,2010,32(5):41-48.
[11]GB 50017—2003钢结构设计规范[S].
[12]陆新征,叶列平.柱轴压比对我国RC框架结构抗地震倒塌能力的影响[J].工程抗震与加固改造,2010,32(5):26-35.
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