Based on the structural damage in service of steel framework seismic vulnerability research

XU Qiang,ZHENG Shan-suo,CHENG Yang,HAN Yan-zhao,TIAN Jin

Journal of Vibration and Shock ›› 2015, Vol. 34 ›› Issue (6) : 162-167.

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PDF(1716 KB)
Journal of Vibration and Shock ›› 2015, Vol. 34 ›› Issue (6) : 162-167.

Based on the structural damage in service of steel framework seismic vulnerability research

  • The seismic performance of structures at different ages was necessary to evaluate because corrosion of steel may lead structure to earlier failure. A double parameters of component damage model based on the first super deformation and cumulative plastic corner was puts forward to establish the overall structure damage model considering component and layer weight coefficient, where 4 kinds of damage state of the structure was defined. By introducing time parameter, the existing steel corrosion law of steel was used to establish age constitutive and whole-life seismic vulnerability model of the steel frame, with 9 floors of beam-column welded steel frame as an example, and 20 seismic wave meeting the site conditions was selected to get the relationship between the overall damage index of structure and the ground motion parameter (PGA) by IDA analysis of steel frame for different age (0 years, 25 years, 50 years, 75 and 100)  respectively in order to obtain the structure fragility curves of 5 instars and 4 performance levels. The relationship between PGA average value and ages , PGA logarithmic standard deviation and ages getting by quadratic curve regression analysis were used to to establish the continuous function failure probability of structure with age changing, and then change rule of structural failure probability with changing age would be found.
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Abstract

The seismic performance of structures at different ages was necessary to evaluate because corrosion of steel may lead structure to earlier failure. A double parameters of component damage model based on the first super deformation and cumulative plastic corner was puts forward to establish the overall structure damage model considering component and layer weight coefficient, where 4 kinds of damage state of the structure was defined. By introducing time parameter, the existing steel corrosion law of steel was used to establish age constitutive and whole-life seismic vulnerability model of the steel frame, with 9 floors of beam-column welded steel frame as an example, and 20 seismic wave meeting the site conditions was selected to get the relationship between the overall damage index of structure and the ground motion parameter (PGA) by IDA analysis of steel frame for different age (0 years, 25 years, 50 years, 75 and 100)  respectively in order to obtain the structure fragility curves of 5 instars and 4 performance levels. The relationship between PGA average value and ages , PGA logarithmic standard deviation and ages getting by quadratic curve regression analysis were used to to establish the continuous function failure probability of structure with age changing, and then change rule of structural failure probability with changing age would be found.

Key words

steel frame / structural damage model / vulnerability analysis / life-cycle / corrosion

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XU Qiang,ZHENG Shan-suo,CHENG Yang,HAN Yan-zhao,TIAN Jin. Based on the structural damage in service of steel framework seismic vulnerability research[J]. Journal of Vibration and Shock, 2015, 34(6): 162-167

References

[1] Choe D E,Gardoni P,Rosowsky D,et al. Probabilistic capacity models and seismic fragility estimates for RC columns subject to corrosion[J]. Reliability Enginee- ring System Safty,2008,93(3):383-393.
[2] 李吉涛,杨庆山,刘阳冰.多点地震激励下大跨连续钢构桥易损性分析[J].振动与冲击,2013,32(5):75-80.
    LI Ji-tao, YANG Qing-shan, LIU Yang-bing. Fragility analysis of long span  continuous rigid frame bridge under multi-support excitations[J].Journal of Vibration and Shock,2013,32(5):75-80.
[3] Park Y J,Ang A. Mechanistic seismic damage model forreinforced concrete[J]. Journal of Structural Engineering, 1985,111( 4) :740-756.
[4] Bojórquez E,Reyes-Salazar A. Energy-based damage index for steel structures [J]Steel and Composite Structures, 2010,10(4):343-360.
[5] Castiglionia C A, Pucinotti R. Failure criteria and cumulative damage models for steel components under cyclic loading[J].Journal of Constructional Steel Research, 2009, 65: 751-765.
[6] 杜修力,欧进萍.建筑结构地震破坏评估模型[J]. 世界地震工程, 1991, 7(3): 52-58.
DU Xiu-li,OU Jin-ping. Seismic damage evaluation model of building structures[J].World Earthquake Engineering, 1991,7(3):52-58.
[7] 史炜洲. 钢材腐蚀对住宅钢结构性能影响的研究与评估[D].上海:同济大学,2009.
[8] Lee H S,Noguchi T,Tomosawa F.FEM analysis for structure performance of deteriorated rc structures due to rebar corrosion[C].Prodceedings of the International Concrete under Several Conditions,1998.
[9] Cornell C A,Jalayer F, Hamburger R O,et al. Probabilistic basis for 2000 SAC federal emergency management agency steel moment frame guidelines[J]. Journal of Structural Engineering,2002,128(4):526-533.
[10] Sucuoglu H, Yucemen S,Gezer A,et al. Statistical evaluation of the damage potential of earthquake ground motions[J]. Structural Safety,1999,20(4): 357-378.
[11] HAZUS99, user’s manual[S]. Washington D C: Federal Emergency Management Agency, l999.
[12] ATC-63, quantification of building seismic performance factors[S]. FEMA P695,2008.
[13] 刘新,时虎. 钢结构防腐蚀和防火涂装[M].北京:化学工业出版社,2005.
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