汶川8.0级地震板桥学校液化震害剖析
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摘要
2008年汶川8.0级地震中绵竹市板桥镇板桥学校液化破坏具有典型性,通过现场调查、高密度电法测试、波速测试、钻孔、探坑和室内试验等手段,研究了其地裂缝成因,分析了学校教学楼破坏机理以及液化土的特性。结果表明:①地裂缝是由液化而不是由次断层或破裂带引起;②板桥学校较周围房屋建筑震害严重,其破坏不是由于地震时振动惯性力所致,而是由于地基液化直接造成;③地下液化层为3.0～6.1 m的砂砾土,液化土不是地表喷出的细砂,地表喷出物与地下实际液化土差异显著;④以往认为砂砾土不会液化从而选择砂砾层作为持力层这一观点有误,需要重新认识。
The liquefaction-induced damage of Banqiao School building following the 2008 Wenchuan Ms 8.0 Earthquake is typical,and the correlation between the ground fissures and the liquefaction is identified and mechanisms of the building damages as well as the characters of liquefied soils are investigated by field investigation and in-situ tests,such as multi-channels electric resistance test,spectral analysis of surface wave(SASW),dynamic penetration tests(DPT),borehole and trench,etc.The results show that:(1) the ground fissures are generated by the liquefaction rather than the secondary faults and ruptures;(2) Banqiao School building suffered more severe damages than its surrounding buildings from the liquefaction rather than inertia force of shaking during the Earthquake;(3) the subsurface liquefied soils are gravelly soils at the depth of 3.0-6.1m,which is different from the spouted fine sands;(4) the current knowledge is not true that the gravels are regarded as non-liquefiable soils,and a new procedure for liquefaction evaluation of gravelly soils is demanded.
The liquefaction-induced damage of Banqiao School building following the 2008 Wenchuan Ms 8.0 Earthquake is typical,and the correlation between the ground fissures and the liquefaction is identified and mechanisms of the building damages as well as the characters of liquefied soils are investigated by field investigation and in-situ tests,such as multi-channels electric resistance test,spectral analysis of surface wave(SASW),dynamic penetration tests(DPT),borehole and trench,etc.The results show that:(1) the ground fissures are generated by the liquefaction rather than the secondary faults and ruptures;(2) Banqiao School building suffered more severe damages than its surrounding buildings from the liquefaction rather than inertia force of shaking during the Earthquake;(3) the subsurface liquefied soils are gravelly soils at the depth of 3.0-6.1m,which is different from the spouted fine sands;(4) the current knowledge is not true that the gravels are regarded as non-liquefiable soils,and a new procedure for liquefaction evaluation of gravelly soils is demanded.
引文
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[11]曹振中,侯龙清,袁晓铭.汶川8.0级地震液化震害及特征[J].岩土力学,2010,31(11):3549–3555.(CAOZhen-zhong,HOU Long-qing,YUAN Xiao-ming,et al.Thecharacteristics of liquefaction-induced damages in thewenchuan ms8.0 earthquake[J].Rock and Soil Mechanics,2010,31(11):3549–3555.(in Chinese))
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[13]曹振中.汶川地震液化特征及砂砾土液化预测方法研究[D].哈尔滨:中国地震局工程力学研究所,2010.(CAOZhen-zhong.Characteristics of soil liquefaction in the greatwenchuan earthquake and procedures for gravelly soilliquefaction evaluation[D].Harbin:Institute of EngineeringMechanics,China Earthquake Administration,2010.(inChinese))
[2]YOUD T L,IDRISS I M.Proceedings of the NCEERworkshop on evaluation of liquefaction resistance of soils[R].Buffalo,NY:NCEER-97-0022,1997.
[3]SEED R B,MOSS R E S,KAMMERER A M,et al.Recentadvances in soil liquefaction engineering,a unified andconsistent framework[R].USA:Earthquake EngineeringResearch Center,2003.
[4]汪闻韶.土体液化与极限平衡和破坏的区别和关系[J].岩土工程学报,2005,27(1):1–10.(WANG Wen-shao.Distinction and interrelation between liquefaction,state oflimit equilibrium and failure of soil mass[J].Chinese Journalof Geotechnical Engineering,2005,27(1):1–10.(inChinese))
[5]刘恢先.唐山大地震震害[M].北京:地震出版社,1989.(LIU Hui-xian.The great tangshan earthquake of 1976[M].Beijing:Seismic Press,1989.(in Chinese))
[6]中国科学院工程力学研究所.海城地震震害[M].北京:地震出版社,1979.(Institute of Engineering Mechanics.Thehaicheng earthquake damages[M].Beijing:Seismic Press,1979.(in Chinese))
[7]胡聿贤.地震工程学[M].北京:地震出版社,1988.(HUYu-xian.Earthquake engineering[M].Beijing:Seismic Press,1988.(in Chinese))
[8]廖振鹏.地震小区划(理论与实践)[M].北京:地震出版社,1989.(LIAO Zhen-peng.Seismic microzonation(Theory andpractice)[M].Beijing:Seismic Press,1989.(in Chinese))
[9]GB50011—2001建筑抗震设计规范[S].2001.(GB0021—2001 Code for investigation of geotechnical engineering[S].2002.(in Chinese))
[10]谢君斐.关于修改抗震规范砂土液化判别式的几点意见[J].地震工程与工程振动,1984,4(2):95–125.(XIEJun-fei.Some comments on the formula for estimating theliquefaction of sand in revised seismic design code[J].Earthquake Engineering and Engineering Vibration,1984,4(2):95–125.(in Chinese))
[11]曹振中,侯龙清,袁晓铭.汶川8.0级地震液化震害及特征[J].岩土力学,2010,31(11):3549–3555.(CAOZhen-zhong,HOU Long-qing,YUAN Xiao-ming,et al.Thecharacteristics of liquefaction-induced damages in thewenchuan ms8.0 earthquake[J].Rock and Soil Mechanics,2010,31(11):3549–3555.(in Chinese))
[12]曹振中,袁晓铭,陈龙伟,等.汶川大地震液化宏观现象概述[J].岩土工程学报,2010,32(4):645–650.(CAOZhen-zhong,YUAN Xiao-ming,CHEN Long-wei1,et al.Summary of liquefaction macrophenomena in the GreatWenchuan Earthquake[J].Chinese Journal of GeotechnicalEngineering,2010,32(4):645–650.(in Chinese))
[13]曹振中.汶川地震液化特征及砂砾土液化预测方法研究[D].哈尔滨:中国地震局工程力学研究所,2010.(CAOZhen-zhong.Characteristics of soil liquefaction in the greatwenchuan earthquake and procedures for gravelly soilliquefaction evaluation[D].Harbin:Institute of EngineeringMechanics,China Earthquake Administration,2010.(inChinese))
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