非一致地震激励下飘浮体系斜拉桥易损性分析
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摘要
利用Open Sees软件对一座主跨为420 m的斜拉桥建立有限元模型,分别进行了仅考虑失相干效应、考虑失相干效应和行波效应、考虑失相干效应和场地效应以及综合考虑失相干效应、行波效应和场地效应等4种非一致激励情况下的易损性分析.结合联合概率地震需求模型(TPSDM)和蒙特卡罗抽样获得了基于构件的体系易损性曲线.考虑地震动空间效应的飘浮体系斜拉桥损伤概率明显高于一致激励且失相干效应和场地效应的影响较为显著.失相干效应越明显,斜拉桥体系遭受地震损伤的概率越大.场地效应的影响较为复杂,总体上表现为相邻场地类型差异越大,沿地震波传播方向场地类型由软变硬时,体系损伤概率增加.行波效应对飘浮体系斜拉桥地震损伤的影响较小,易损性分析时忽略行波效应的影响不会造成较大的误差.因此,对飘浮体系斜拉桥进行非一致激励下的地震易损性分析应考虑失相干效应和场地效应的影响,目前广泛采用的一致激励下的易损性分析高估了体系的抗震性能.
The finite element model of a cable-stayed bridge with the main span of 420 m was built with OpenSees software.Fragility analysis was performed under four conditions considering incoherence effect only,incoherence and wave-passage effects,incoherence and site-response effects and spatial variation due to incoherence, wave-passage and site-response effects. Systemfragility curves were generated combining joint probabilistic seismic demand model( JPSDM) with Monte Carlo simulation based on component fragility. The system vulnerability of the cable-stayed bridge under non-uniform excitation considering different sources of spatial variation effects is higher than that under uniform excitation. The effects of incoherence and siteresponse are obvious to the seismic response of the cable-stayed bridge. With the increase of incoherence factor,the bridge as a system becomes more fragile. The site-response effect is more complicated,and the bridge tends to be more vulnerable if the soil types of nearby exciting locations become more different.The vulnerability of the cable-stayed bridge increases when the soil type along the direction of propagation turns from relative soft to firm than the inverse condition. Neglecting wave-passage effect in fragility analysis would not cause an obvious error.Above all, incoherence and site-response effects should be considered in the fragility analysis of the floating cable-stayed bridge under non-uniform excitation. The widely adopted fragility analysis under uniform excitation at the current time overestimates the aseismic behavior of the system.
The finite element model of a cable-stayed bridge with the main span of 420 m was built with OpenSees software.Fragility analysis was performed under four conditions considering incoherence effect only,incoherence and wave-passage effects,incoherence and site-response effects and spatial variation due to incoherence, wave-passage and site-response effects. Systemfragility curves were generated combining joint probabilistic seismic demand model( JPSDM) with Monte Carlo simulation based on component fragility. The system vulnerability of the cable-stayed bridge under non-uniform excitation considering different sources of spatial variation effects is higher than that under uniform excitation. The effects of incoherence and siteresponse are obvious to the seismic response of the cable-stayed bridge. With the increase of incoherence factor,the bridge as a system becomes more fragile. The site-response effect is more complicated,and the bridge tends to be more vulnerable if the soil types of nearby exciting locations become more different.The vulnerability of the cable-stayed bridge increases when the soil type along the direction of propagation turns from relative soft to firm than the inverse condition. Neglecting wave-passage effect in fragility analysis would not cause an obvious error.Above all, incoherence and site-response effects should be considered in the fragility analysis of the floating cable-stayed bridge under non-uniform excitation. The widely adopted fragility analysis under uniform excitation at the current time overestimates the aseismic behavior of the system.
引文
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[25]LUCO J E,WONG H L.Response of a rigid foundation to a spatially random ground motion[J].Earthquake Engineering and Structural D ynamics,1986,14(6):891.
[26]KIUREGHIAN A D.A coherency model for spatially varying ground motions[J].Earthquake Engineering and Structural D ynamics,1996,25(1):99.
[27]BI K,HAO H,CHOUWN.Influence of ground motion spatial variation,site condition and SSI on the required separation distances of bridge structures to avoid seismic pounding[J].Earthquake Engineering and Structural D ynamics,2011,40(9):1027.
[28]KONAKLI K,KIUREGHIAN A D.Simulation of spatially varying ground motions including incoherence,wave-passage and differential site-response effects[J].Earthquake Engineering and Structural D ynamics,2012,41(3):495.
[29]SOYLUK K,DUMANOGLU A A.Spatial variability effects of ground motions on cable-stayed bridges[J].Soil D ynamics and Earthquake Engineering,2004,24(3):241.
[30]KIUREGHIAN A D,NEUENHOFER A.Response spectrum method for multi-support seismic excitations[J].Earthquake Engineering and Structural D ynamics,1992,21(8):713.
[31]BOORE D M,STEPHENS C D,JOYNER WB.Comments on baseline correction of digital strong-motion data:examples from the 1999 Hector Mine,C alifornia,Earthquake[J].Bulletin of the Seismological Society of America,2002,92(4):1543.
[32]SHAFIEEZADEH A,RAMANATHAN K,PADGETTJ E,et al.Fractional order intensity measures for probabilistic seismic demand modeling applied to highway bridges[J].Earthquake Engineering and Structural D ynamics,2012,41(3):391.
[33]HOSE Y,SILVA P,SEIBLE F.Development of a performance evaluation database for concrete bridge components and systems under simulated seismic loads[J].Earthquake Spectra,2012,16(2):413.
[2]BURDETTE N J,ELNASHAI A S,ASCE F.Effect of asynchronous earthquake motion on complex bridges.II:results and implications on assessment[J].Journal of Bridge Engineering,2008,13(2):166.
[3]BURDETTE N J,ELNASHAI A S,LUPOI A,et al.Effect of asynchronous earthquake motion on complex bridges.I:methodology and input motion[J].Journal of Bridge Engineering,2008,13(2):158.
[4]SOYLUK K,SICACIK E A.Soil-structure interaction analysis of cable-stayed bridges for spatially varying ground motion components[J].Soil D ynamics and Earthquake Engineering,2012,35:80.
[5]LI B,CHOUWN.Experimental investigation of inelastic bridge response under spatially varying excitations with pounding[J].Engineering Structures,2014,79:106.
[6]ADANUR S,ALTUNISIK A C,SOYLUK K,et al.C ontribution of local site-effect on the seismic response of suspension bridges to spatially varying ground motions[J].Earthquakes and Structures,2016,10(5):1233.
[7]ROGERS L P,SEO J.Vulnerability sensitivity of curved precastconcrete.I:girder bridges with various configurations subjected to multiple ground motions[J].Journal of Bridge Engineering,2017,22(2):04016118.
[8]WU W,LI L,SHAO X.Seismic assessment of medium-span concrete cable-stayed bridges using the component and system fragility functions[J].Journal of Bridge Engineering,2016,21(6):04016027.
[9]LI L,HU S,WANG L.Seismic fragility assessment of a multispan cable-stayed bridge with tall piers[J].Bulletin of Earthquake Engineering,2017,15(9):3727.
[10]KIMS H,FENG MQ.Fragility analysis of bridges under ground motion with spatial variation[J].International Journal of N onLinear Mechanics,2003,38(5):705.
[11]ZHONG J,JEON J S,YUAN W,et al.Impact of spatial variability parameters on seismic fragilities of a cable-stayed bridge subjected to differential support motions[J].Journal of Bridge Engineering,2017,22(6):04017013.
[12]KUN C,LI B,CHOUWN.Seismic fragility analysis of bridge response due to spatially varying ground motions[J].C oupled Systems Mechanics,2015,4(4):297.
[13]LI C,HAO H,LI H,et al.Seismic fragility analysis of reinforced concrete bridges with chloride induced corrosion subjected to spatially varying ground motions[J].International Journal of Structural Stability and D ynamics,2016,16(5):1550010.
[14]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.LI Jitao,YAN G Q ingshan,LIU Yangbing.Fragility analysis of long span continuous rigid frame bridge under multi-support excitations[J].Journal of Vibration and Shock,2013,32(5):75.
[15]陈志伟,蒲黔辉,李晰,等.行波效应对大跨连续刚构桥易损性影响分析[J].西南交通大学学报,2017,52(1):23.C HEN Z hiwei,PU Q ianhui,LI X i,et al.Fragility analysis of large-span continuous rigid bridge considering wave passage effects[J].Journal of Southwest Jiaotong University,2017,52(1):23.
[16]RAMADAN O MO,MEHANNY S S F,ELHOWARY H A.Seismic vulnerability of box girder continuous bridges under spatially variable ground motions[J].Bulletin of Earthquake Engineering,2015,13(6):1727.
[17]SHOME N,CORNELL C A,BAZZURRO P,et al.Earthquakes,records,and nonlinear responses[J].Earthquake Spectra,1998,14(3):469.
[18]ALIPOU A,SHAFEI B,SHINOZUKA M.Performance evaluation of deteriorating highway bridges located in high seismic areas[J].Journal of Bridge Engineering,2011,16(5):597.
[19]BAKER J,CORNELL C.Vector-valued ground motion intensity measures for probabilistic seismic demand analysis[R].Berkeley:Pacific Earthquake Engineering R esearch C enter,2006.
[20]NIELSON B G.Analytical fragility curves for highway bridges in moderate seismic zones[D].Atlanta:Georgia Institute of Technology,2005.
[21]CHOI E,DESROCHES R,NIELSON B.Seismic fragility of typical bridges in moderate seismic zones[J].Engineering Structures,2004,26(2):187.
[22]钟剑,庞于涛,曹飒飒,等.基于构件的RC连续梁桥地震体系易损性分析[J].同济大学学报(自然科学版),2015,43(2):193.Z HO N G Jian,PAN G Yutao,C AO Sasa,et al.Seismic fragility methodology for R C continuous bridges based on components correlation[J].Journal of Tongji U niversity(N ature Science),2015,43(2):193.
[23]KONAKLI A,KIUREGHIAN A D.Stochastic dynamic analysis of bridges subjected to spatially varying ground motions[R].Berkeley:Pacific Earthquake Engineering R esearch C enter,2011.
[24]BI K,HAO H.Modelling and simulation of spatially varying earthquake ground motions at sites with varying conditions[J].Probabilistic Engineering Mechanics,2012,29:92.
[25]LUCO J E,WONG H L.Response of a rigid foundation to a spatially random ground motion[J].Earthquake Engineering and Structural D ynamics,1986,14(6):891.
[26]KIUREGHIAN A D.A coherency model for spatially varying ground motions[J].Earthquake Engineering and Structural D ynamics,1996,25(1):99.
[27]BI K,HAO H,CHOUWN.Influence of ground motion spatial variation,site condition and SSI on the required separation distances of bridge structures to avoid seismic pounding[J].Earthquake Engineering and Structural D ynamics,2011,40(9):1027.
[28]KONAKLI K,KIUREGHIAN A D.Simulation of spatially varying ground motions including incoherence,wave-passage and differential site-response effects[J].Earthquake Engineering and Structural D ynamics,2012,41(3):495.
[29]SOYLUK K,DUMANOGLU A A.Spatial variability effects of ground motions on cable-stayed bridges[J].Soil D ynamics and Earthquake Engineering,2004,24(3):241.
[30]KIUREGHIAN A D,NEUENHOFER A.Response spectrum method for multi-support seismic excitations[J].Earthquake Engineering and Structural D ynamics,1992,21(8):713.
[31]BOORE D M,STEPHENS C D,JOYNER WB.Comments on baseline correction of digital strong-motion data:examples from the 1999 Hector Mine,C alifornia,Earthquake[J].Bulletin of the Seismological Society of America,2002,92(4):1543.
[32]SHAFIEEZADEH A,RAMANATHAN K,PADGETTJ E,et al.Fractional order intensity measures for probabilistic seismic demand modeling applied to highway bridges[J].Earthquake Engineering and Structural D ynamics,2012,41(3):391.
[33]HOSE Y,SILVA P,SEIBLE F.Development of a performance evaluation database for concrete bridge components and systems under simulated seismic loads[J].Earthquake Spectra,2012,16(2):413.