基于改进Park-Ang模型的RC桥墩地震动损伤及滞回耗能特性研究
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摘要
桥梁结构尤其是桥墩在强震作用下的地震动损伤、滞回耗能及其分布,是基于性能抗震设计的重要基础。本文引入改进的Park-Ang双参数损伤评估模型,以某靠近活动断层的高速公路RC梁式桥等效单墩模型为对象,深入分析了加速度峰值(PGA)、频谱、持时等三个地震动要素对损伤、滞回耗能及其分布的影响规律。研究表明,损伤及累积滞回耗能沿桥墩竖向自下而上显著减小,随着PGA的增大,墩底及附近截面的损伤指标明显增大,损伤高度不断扩大,损伤参与系数分布基本稳定,墩底损伤一般占桥墩总损伤的30%～40%。累积滞回耗能所致损伤可达总损伤的20%～80%,不容忽略。地震动频谱特性影响显著,当地震波卓越周期与结构自振周期接近时,会导致各项指标的显著增加。持时对损伤分布比例没有明显影响,但强震持时对于截面损伤值存在累加效应。
The distribution characteristics of seismic damage and hysteretic energy dissipation for bridge structures,especially,bridge piers under strong earthquake is an important basis of performance-based seismic design.Here,the improved two-parameter Park-Ang damage assessment model was introduced,and an equivalent pier model of a RC highway bridge near active fault was studied.The influence of peak ground acceleration(PGA),frequency spectrum and time duration on the distribution of seismic damage and hysteretic energy disspation was analyzed deaply.Studies showed that damage and cumulative hysteretic energy disspation declines significantly along the piers upwards;with increase in PGA,the damage of the cross section near the pier bottom enlarges apparently,and the damage height expands at the same time;the distribution of damage participation factor is stable,and the damage proportion for the bottom segment to the whole pier is 30%-40%;the seismic damage from cumulative hysteretic energy dissipation is 20%-80% of the total damage,it should not be ignored;the frequency spectrum characteristics of ground motion has significant influence,when its predominant period is close to the bridge's self-vibration period,each index increases saliently;time duration has no significant impact on the distribution proportion of damage,but strong earthquake duration exerts cumulative effect on the damage value of each cross section.
The distribution characteristics of seismic damage and hysteretic energy dissipation for bridge structures,especially,bridge piers under strong earthquake is an important basis of performance-based seismic design.Here,the improved two-parameter Park-Ang damage assessment model was introduced,and an equivalent pier model of a RC highway bridge near active fault was studied.The influence of peak ground acceleration(PGA),frequency spectrum and time duration on the distribution of seismic damage and hysteretic energy disspation was analyzed deaply.Studies showed that damage and cumulative hysteretic energy disspation declines significantly along the piers upwards;with increase in PGA,the damage of the cross section near the pier bottom enlarges apparently,and the damage height expands at the same time;the distribution of damage participation factor is stable,and the damage proportion for the bottom segment to the whole pier is 30%-40%;the seismic damage from cumulative hysteretic energy dissipation is 20%-80% of the total damage,it should not be ignored;the frequency spectrum characteristics of ground motion has significant influence,when its predominant period is close to the bridge's self-vibration period,each index increases saliently;time duration has no significant impact on the distribution proportion of damage,but strong earthquake duration exerts cumulative effect on the damage value of each cross section.
引文
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[16]史庆轩,熊仲明,李菊芳.框架结构滞回耗能在结构层间分配的计算分析[J].西安建筑科技大学学报(自然科学版),2005,37(2):174-178.
[17]Khashaee P.Energy-based seismic design and damage assess-ment for structures[D].Southern Methodist University,2004:100-112.
[18]Hindi R A,Sexsmith R G.A proposed damage model for RCbridge columns under cyclic loading[J].EarthquakeSpectra,2001,17(2):261-289.
[19]潘龙.基于推倒分析方法的桥梁结构地震损伤分析和性能设计[D].上海:同济大学,2001.
[20]慎丹.近场地震作用下RC梁式桥抗震设计几个关键问题的研究[D].北京:北京交通大学,2011.
[21]中华人民共和国交通运输部.《公路桥梁抗震设计细则》(JTG/T B02-01-2008)[S].北京:人民交通出版社,2008.
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[2]Federal Emergency Management Agency(FEMA).Recommended seismic design criteria for new steel momentframe buildings[R].Report No.FEMA-350,SAC JointVenture,Washington DC:Federal Emergency ManagementAgency,2000.
[3]Federal Emergency Management Agency(FEMA).Pre-standard and commentary for the seismic rehabilitation ofbuildings[R].Report No.FEMA-356,Washington DC:Federal Emergency Management Agency,2000.
[4]CECS160∶2004建筑工程抗震性态设计通则(试用)[s].2010.
[5]马宏旺,吕西林.建筑结构基于性能抗震设计的几个问题[J].同济大学学报,2002,30(12):1429-1434.
[6]郑玉国,袁万城.基于GA-RS的规则钢筋混凝土桥梁圆形单柱桥墩延性抗震优化设计[J].振动与冲击,2010,29(3):81-84.
[7]欧进萍,何政.钢筋混凝土结构基于地震损伤性能的设计[J].地震工程与工程振动,1999,19(1):21-30.
[8]Kim T H,Lee K M,Chung Y S,et al.Seismic damageassessment of reinforced concrete bridge columns[J].Earthquake Structures,2005,27(4):576-592.
[9]江辉,朱晞.以性能指标为控制变量的强度折减因子[J].铁道学报,2008,26(5):88-95.
[10]朱晞,江辉.基于性能指标的桥梁墩柱抗震设计方法[J].土木工程学报,2009,42(4):1-8.
[11]王丰,李宏男,伊廷华.钢筋混凝土结构直接基于损伤性能目标的抗震设计方法[J].振动与冲击,2009,28(2):128-131,144.
[12]Park Y J,Ang H S.Mechanistic seismic damage model forreinforced concrete[J].Journal of Structural Engineering,1985,111(4):722-739.
[13]秋山宏.建築物の耐震極限設計[M].東京大学出版会,1985(in Japanese).
[14]经杰,叶列平,钱稼茹.不均匀剪切型层模型结构基于能量概念的弹塑性地震位移反应分析[J].土木工程学报,2003,36(12):14-19.
[15]朱建华,沈蒲生.基于能量原理的钢筋混凝土框架结构层间弹塑性位移求解[J].工程抗震与加固改造,2005,27(5):1-4.
[16]史庆轩,熊仲明,李菊芳.框架结构滞回耗能在结构层间分配的计算分析[J].西安建筑科技大学学报(自然科学版),2005,37(2):174-178.
[17]Khashaee P.Energy-based seismic design and damage assess-ment for structures[D].Southern Methodist University,2004:100-112.
[18]Hindi R A,Sexsmith R G.A proposed damage model for RCbridge columns under cyclic loading[J].EarthquakeSpectra,2001,17(2):261-289.
[19]潘龙.基于推倒分析方法的桥梁结构地震损伤分析和性能设计[D].上海:同济大学,2001.
[20]慎丹.近场地震作用下RC梁式桥抗震设计几个关键问题的研究[D].北京:北京交通大学,2011.
[21]中华人民共和国交通运输部.《公路桥梁抗震设计细则》(JTG/T B02-01-2008)[S].北京:人民交通出版社,2008.
[22]Trifunac M D,Brady A G.A study on the duration of strongearthquake ground motion[J].Bulletin of SeismologicalSociety of America,1975,65(3):581-626.
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