剪力墙抗震能力设计措施有效性的校验与改进
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摘要
为研究有效的剪力墙抗震能力设计措施,引导其在强震中实现可控的预期破坏模式,通过理论分析指出目前剪力墙能力设计措施存在的问题,通过精细有限元动力时程算例分析,校验了中国规范剪力墙能力调整措施的有效性;提出了改进措施,并进行了算例验证。结果表明,在刚性地基假定下中国2001版抗震规范抗弯能力调整措施使得剪力墙底截面在大震下弯曲延性需求过大、竖向承载力丧失,而底部延性加强区其他部位不易屈服,现行规范采用的抗剪能力措施不能有效避免底部加强区以上楼层剪力墙剪切失效;提出的抗弯和抗剪能力设计措施经算例验证是有效的。
In order to investigate the effective seismic capacity design measures of shear wall and to realize expected failure modes under strong earthquake,the existing problems in current seismic capacity design measures are pointed out through theoretical analysis.The effectiveness of the measures of Chinese seismic design code is verified by fine finite element dynamic time-history analysis of examples.Improving measures are then put forward and are verified through example analysis.It is shown the bending ductile demand of bottom section of shear wall increases too much based on moment capacity design measures of Chinese seismic design code 2001 in the rigid foundation assumption under rare earthquake action,and its bearing capacity for vertical axis force loses;the shear capacity design measures of current seismic design code would lead to shear failure in the stores above the bottom ductility strengthening area.Some improved bending and shear seismic capacity design measures of shear wall are proposed and are verified to be effective.
In order to investigate the effective seismic capacity design measures of shear wall and to realize expected failure modes under strong earthquake,the existing problems in current seismic capacity design measures are pointed out through theoretical analysis.The effectiveness of the measures of Chinese seismic design code is verified by fine finite element dynamic time-history analysis of examples.Improving measures are then put forward and are verified through example analysis.It is shown the bending ductile demand of bottom section of shear wall increases too much based on moment capacity design measures of Chinese seismic design code 2001 in the rigid foundation assumption under rare earthquake action,and its bearing capacity for vertical axis force loses;the shear capacity design measures of current seismic design code would lead to shear failure in the stores above the bottom ductility strengthening area.Some improved bending and shear seismic capacity design measures of shear wall are proposed and are verified to be effective.
引文
[1]鲍雷.T,普里斯特利M.J.N.钢筋混凝土和砌体结构的抗震设计[M].北京:中国建筑工业出版社,2002.
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[22]叶列平,孙玉平.日本钢筋混凝土结构的大震设计方法介绍[J].建筑结构,2009,40(6):114-118.YE LIE-PING,SUN YU-PING.Introduction of designmethod for RC structures under severe earthquake inJapan[J].Building Structure,2009,40(6):114-118.
[23]韩军.建筑结构扭转地震反应分析及抗扭设计方法研究[D].重庆:重庆大学,2009.
[2]叶列平,曲哲,陆新征,等.提高建筑结构抗地震倒塌能力的设计思想与方法[J].建筑结构学报,2008,29(4):42-50.YE LIE-PING,QUZHE,LU XIN-ZHENG,et al.Collapseprevention of building structures:a lesson from theWenchuan earthquake[J].Journal of Building Structures,2008,29(4):42-50.
[3]GB 50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[4]王亚勇.汶川地震建筑震害启示——三水准设防和抗震设计基本要求[J].建筑结构学报,2008,29(4):26-33.WANG YA-YONG.Lessons learnt from building damagesin the Wenchuan earthquake:three earthquake performanceobjectives and basic requirements for seismic design ofbuildings[J].Journal of Building Structures,2008,29(4):26-33.
[5]谢礼立.汶川地震的教训[J].南京工业大学学报:自然科学版,2009,31(1):1-8.XIE LI-LI.Lessons learnt from Wenchuan earthquake[J].Journal of Nanjing University of Technology:Natural Science Edition,2009,31(1):1-8.
[6]韩军,李英民,姬淑艳.RC框架结构合理破坏机制的实现[J].哈尔滨工业大学学报,2010.42(12):1559-1565.HAN JUN,LI YING-MIN,JI SHU-YAN.Realizationof rational failure mechanismfor the RCframe structure[J].Journal of Harbin Institute of Technology,2010.42(12):1559-1565.
[7]林旭川,潘鹏,叶列平,等.汶川地震中典型RC框架结构的震害仿真与分析[J].土木工程学报,2009,42(5):13-20.LIN XU-CHUAN,PAN PENG,YE LIE-PING,et al.Analysis of the damage mechanism of a typical RCframe in Wenchuan Earthquake[J].China CivilEngineering Journal,2009,42(5):13-20.
[8]单慧敏,戴君武,王艳茹.现浇楼板对钢筋混凝土框架结构破坏模式影响浅析[J].土木工程学报,2010,43(S1):169-172.SHAN HUI-MIN,DAI JUN-WU,WANG YAN-RU.Effects of casting slabs on the failure mode of RCframestructure[J].China Civil Engineering Journal,2010,43(S1):169-172.
[9]韦锋,陈文科,傅剑平,等.8度区框-剪结构中框架在罕遇地震下的反应性态[J].土木建筑与环境工程.2009,31(6):60-65.WEI FENG,CHEN WEN-KE,FU JIAN-PING,et al.Seismic behaviors of frames in frame-wall structuresunder rare earthquakes on the zone of fortificationintensity 8 in China[J].Journal of Civil Architectural&Environmental Engineering,2009,31(6):60-65.
[10]季静,韩小雷,郑宜,等.基于能力设计原理的双肢剪力墙极限承载力研究[J].地震工程与工程振动,2006,26(4):114-120.JI JING,HAN XIAO-LEI,ZHENG YI,et al.Analysisof ulti mate bearing capacity of coupled shear walls basedon philosophy of capacity design[J].EarthquakeEngineering and Engineering Vibration,2006,26(4):114-120.
[11]胡庆昌.钢筋混凝土框剪结构抗震设计若干问题的探讨[J].建筑结构,2006,36(6):84-86.HU QING-CHANG.Some problems relating to seismicdesign of RC frame-wall structure[J].BuildingStructure,2006,36(6):84-86.
[12]SULLIVAN,TI MOTHYJ.Capacity design considerationsfor RC frame-wall structures[J].Earthquake andStructures,2010,1(4):391-410.
[13]BOIVIN Y,PAULTRE P.Seismic performance of a 12-storey ductile concrete shear wall systemdesigned accordingto the new Canadian building design codes[C]//Proceedings,Annual Conference-Canadian Society forCivil Engineering,June 10,2008,Quebec City,Canada.
[14]ACI 318-05 Building Code Requirements for StructuralConcrete[S].American Concrete Institute,2005.
[15]NZS3101 New Zealand Standard Code of Practice forthe Design of Concrete Structures[S].StandardAssociation of New Zealand,1995.
[16]Eurocode8:Design of Structures for Earthquake Resistance[S].European Committee for Standardization,2003.
[17]FABIO F TAUCER,ENRICO SPACONE,FILIP CFILIPPOU.A Fiber Beam-Column Element for SeismicResponse Analysis of Reinforced Concrete Structures[R].Berkeley:UCB/EERC-91/17,1991.
[18]MAZZONI SILVIA,MCKENNA F,SCOTT M H,etal.OpenSees Users Manual[R].Berkeley:PEER,University of California at Berkeley,2006.
[19]YI HAI BAO,SASHI K KUNNATHA.Si mplifiedprogressive collapse si mulation of RC frame-wallstructures[J].Engineering Structures,2010,32:3153-3162.
[20]吕西林,卢文生.纤维墙元模型在剪力墙结构非线性分析中的应用[J].力学季刊,2005,26(1):72-80.LV XI-LIN,LU WEN-SHENG.Application of fiberwall element model in nonlinear analysis of shear wallstructures[J].Chinese Quarterly of Mechanics,2005,26(1):72-80.
[21]臧登科.纤维模型中考虑剪切效应的RC结构非线性特征研究[D].重庆:重庆大学,2008.
[22]叶列平,孙玉平.日本钢筋混凝土结构的大震设计方法介绍[J].建筑结构,2009,40(6):114-118.YE LIE-PING,SUN YU-PING.Introduction of designmethod for RC structures under severe earthquake inJapan[J].Building Structure,2009,40(6):114-118.
[23]韩军.建筑结构扭转地震反应分析及抗扭设计方法研究[D].重庆:重庆大学,2009.
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