17层钢框架在北岭地震下的破坏预测
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摘要
为进一步研究累积损伤退化对钢框架整体抗震性能的影响,并将考虑损伤退化的等效本构模型应用到实际工程之中,选取在1994年北岭地震中受到严重破坏的17层钢框架进行分析。分别建立等效本构模型以及集中塑性铰模型,通过输入实际地震波进行动力时程分析,对结构变形、破坏模式以及破坏位置进行预测,探讨考虑损伤和不考虑损伤的模型计算结构地震响应的差异。分析结果表明:等效本构模型能够较为准确地预测钢框架在强烈地震作用下的变形和破坏特征,与实际情况较为吻合,对传统模型进行改进,提高计算精度。由于构件和节点损伤,整体结构的实际变形会明显大于不考虑损伤模型的计算结果,如果不考虑此影响,可能会引起设计安全隐患。
In order to further study the effect of cumulative damage and degradation on seismic behaviours of steel frames and apply the equivalent constitutive model to actual project, a damaged 17-storey steel frame by Northridge earthquake was selected. Time history analyses of both equivalent constitutive model considering damage and lumped plastic hinge model without considering damage were carried out. Structural deformation, failure modes and damage positions were predicted. The differences in seismic responses calculated by the two models were compared. The analysis results show that: Equivalent constitutive model can more accurately predict the deformation and failure of steel frames under seismic excitations, which were more consistent with actual observations. The model improved the traditional beam element model and enhanced computational accuracy. Due to the damage of members and connections, the actual deformations of steel structures subjected to rare earthquake were obviously larger than the calculated results without considering damage. If this effect was not considered, the design would be unsafe.
In order to further study the effect of cumulative damage and degradation on seismic behaviours of steel frames and apply the equivalent constitutive model to actual project, a damaged 17-storey steel frame by Northridge earthquake was selected. Time history analyses of both equivalent constitutive model considering damage and lumped plastic hinge model without considering damage were carried out. Structural deformation, failure modes and damage positions were predicted. The differences in seismic responses calculated by the two models were compared. The analysis results show that: Equivalent constitutive model can more accurately predict the deformation and failure of steel frames under seismic excitations, which were more consistent with actual observations. The model improved the traditional beam element model and enhanced computational accuracy. Due to the damage of members and connections, the actual deformations of steel structures subjected to rare earthquake were obviously larger than the calculated results without considering damage. If this effect was not considered, the design would be unsafe.
引文
[1]Sivaselvan M V,Reinhorn A M.Hysteretic models for deteriorating inelastic structures[J].Journal of Engineering Mechanics,2000,126(6):633―640.
[2]Della C G,De M G,Landolfo R.Seismic analysis of MR steel frames based on refined hysteretic models of connections[J].Journal of Constructional Steel Research,2002,58(10):1331―1345
[3]Castiglioni C A.Effects of the loading history on the local buckling behavior and failure mode of welded beam-to-column joints in moment-resisting steel frames[J].Journal of Engineering Mechanics-ASCE,2005,131(6):568―585
[4]Ibarra L F,Medina R A,Krawinkler H.Hysteretic models that incorporate strength and stiffness deterioration[J].Earthquake Engineering and Structural Dynamics,2005;34(12):1489―1511.
[5]王萌,石永久,王元清.考虑累积损伤退化的等效钢材本构模型研究[J].建筑结构学报,2013,34(10):73―83.Wang Meng,Shi Yongjiu,Wang Yuanqing.Study on equivalent constitutive model of steel with cumulative degradation and damage[J].Journal of Building structures,2013,34(10):73―83.(in Chinese)
[6]Castiglioni C A,Paima D N.Experimental behavior of steel member under cyclic bending[J].Costruzioni Metalliche,1989,2(3):97―114.
[7]郝际平.钢结构在循环荷载作用下的局部屈曲、低周疲劳的试验与理论研究[D].西安:西安建筑科技大学,1995.Hao Jiping.Experimental and theoretical study of local buckling and low cyclic fatigue of steel structure under cyclic load[D].Xi’an:Xi’an University of Architecture and Technology,1995.(in Chinese)
[8]Ricles J M,Mao C S,Lu L W,et al.Inelastic cyclic testing of welded unreinforced moment connections[J].Journal of Structural Engineering,2002,128(4):429―440.
[9]Wang W,Zhang Y Y,Chen Y Y,Lu Z H,Yan P.Improving seismic performance of steel moment connections with non-compact beam web[C].The 6th International Symposium on Steel Structures,Seoul,Korea,Korean Society of Steel Construction,2011:517―522.
[10]Kim S E,Lee D H,Cuong N H.Shaking table tests of a two-story un-braced steel frame[J].Journal of Constructional Steel Research,2007,63(3):412―421.
[11]李洪泉,贲庆国,于之绰,张跃强,吕西林.钢框架结构在地震作用下累积损伤分析及试验研究[J].建筑结构学报,2004,25(3):69―74.Li Hongquan,Ben Qingguo,Yu Zhichuo,Zhang Yueqiang,LüXilin.Analysis and experiment of cumulated damage of steel frame structures under earthquake action[J].Journal of Building Structures,2004,25(3):69―74.(in Chinese)
[12]陈宏.高层钢结构节点地震脆断机理及抗震性能研究[D].徐州:中国矿业大学岩土工程专业,2001.Chen Hong.Seismic brittle fracture mechanism and seismic behavior of steel beam-column connections in tall building[D].Xuzhou:China University of Mining and Technology,2001.(in Chinese)
[13]Paret T,Sasaki K.Analysis of a 17-story steel moment frame building damaged by the Northridge earthquake[R].SAC Report no.95-04,Part 2,Applied Technology Council,Redwood City,CA:Applied Technology Council,1995.
[14]Chi W M,Tawil EI-S,Gregory G D,Abel J F.Inelastic analyses of a 17-story steel framed building damaged during Northridge[J].Engineering Structures,1998,20(4/5/6):481―495.
[15]ABAQUS.Analysis user's manual I_V.version 6.9[M].USA:ABAQUS,Inc.,Dassault Systèmes,2009.
[16]李波,杨庆山,茹继平,杨娜.梁腹板开圆孔的钢框架抗震性能研究[J].工程力学,2009,26(1):64―73.Li Bo,Yang Qingshan,Ru Jiping,Yang Na.Investigate on aseismic behaviors of steel moment resisting frame including opening in beam web[J].Engineering Mechanics,2009,26(1):64―73.(in Chinese)
[17]李波.梁腹板开圆孔的钢框架抗震性能研究[D].北京:北京交通大学,2006.Li Bo.Seismic behaviors of moment resisting frame Including connections with opening on beam web[D].Beijing:Beijing Jiaotong University,2006.(in Chinese)
[2]Della C G,De M G,Landolfo R.Seismic analysis of MR steel frames based on refined hysteretic models of connections[J].Journal of Constructional Steel Research,2002,58(10):1331―1345
[3]Castiglioni C A.Effects of the loading history on the local buckling behavior and failure mode of welded beam-to-column joints in moment-resisting steel frames[J].Journal of Engineering Mechanics-ASCE,2005,131(6):568―585
[4]Ibarra L F,Medina R A,Krawinkler H.Hysteretic models that incorporate strength and stiffness deterioration[J].Earthquake Engineering and Structural Dynamics,2005;34(12):1489―1511.
[5]王萌,石永久,王元清.考虑累积损伤退化的等效钢材本构模型研究[J].建筑结构学报,2013,34(10):73―83.Wang Meng,Shi Yongjiu,Wang Yuanqing.Study on equivalent constitutive model of steel with cumulative degradation and damage[J].Journal of Building structures,2013,34(10):73―83.(in Chinese)
[6]Castiglioni C A,Paima D N.Experimental behavior of steel member under cyclic bending[J].Costruzioni Metalliche,1989,2(3):97―114.
[7]郝际平.钢结构在循环荷载作用下的局部屈曲、低周疲劳的试验与理论研究[D].西安:西安建筑科技大学,1995.Hao Jiping.Experimental and theoretical study of local buckling and low cyclic fatigue of steel structure under cyclic load[D].Xi’an:Xi’an University of Architecture and Technology,1995.(in Chinese)
[8]Ricles J M,Mao C S,Lu L W,et al.Inelastic cyclic testing of welded unreinforced moment connections[J].Journal of Structural Engineering,2002,128(4):429―440.
[9]Wang W,Zhang Y Y,Chen Y Y,Lu Z H,Yan P.Improving seismic performance of steel moment connections with non-compact beam web[C].The 6th International Symposium on Steel Structures,Seoul,Korea,Korean Society of Steel Construction,2011:517―522.
[10]Kim S E,Lee D H,Cuong N H.Shaking table tests of a two-story un-braced steel frame[J].Journal of Constructional Steel Research,2007,63(3):412―421.
[11]李洪泉,贲庆国,于之绰,张跃强,吕西林.钢框架结构在地震作用下累积损伤分析及试验研究[J].建筑结构学报,2004,25(3):69―74.Li Hongquan,Ben Qingguo,Yu Zhichuo,Zhang Yueqiang,LüXilin.Analysis and experiment of cumulated damage of steel frame structures under earthquake action[J].Journal of Building Structures,2004,25(3):69―74.(in Chinese)
[12]陈宏.高层钢结构节点地震脆断机理及抗震性能研究[D].徐州:中国矿业大学岩土工程专业,2001.Chen Hong.Seismic brittle fracture mechanism and seismic behavior of steel beam-column connections in tall building[D].Xuzhou:China University of Mining and Technology,2001.(in Chinese)
[13]Paret T,Sasaki K.Analysis of a 17-story steel moment frame building damaged by the Northridge earthquake[R].SAC Report no.95-04,Part 2,Applied Technology Council,Redwood City,CA:Applied Technology Council,1995.
[14]Chi W M,Tawil EI-S,Gregory G D,Abel J F.Inelastic analyses of a 17-story steel framed building damaged during Northridge[J].Engineering Structures,1998,20(4/5/6):481―495.
[15]ABAQUS.Analysis user's manual I_V.version 6.9[M].USA:ABAQUS,Inc.,Dassault Systèmes,2009.
[16]李波,杨庆山,茹继平,杨娜.梁腹板开圆孔的钢框架抗震性能研究[J].工程力学,2009,26(1):64―73.Li Bo,Yang Qingshan,Ru Jiping,Yang Na.Investigate on aseismic behaviors of steel moment resisting frame including opening in beam web[J].Engineering Mechanics,2009,26(1):64―73.(in Chinese)
[17]李波.梁腹板开圆孔的钢框架抗震性能研究[D].北京:北京交通大学,2006.Li Bo.Seismic behaviors of moment resisting frame Including connections with opening on beam web[D].Beijing:Beijing Jiaotong University,2006.(in Chinese)
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