江油火车站典型液化震害分析
|
摘要
2008年5月12日我国四川省发生的8.0级汶川大地震中,江油火车站外表看似完好,但地基沉降、墙体开裂严重,最终不得不废弃,而周围其他建筑物破坏较轻,具有典型研究价值。通过对江油火车站进行钻孔以及现场剪切波速测试,查明了火车站破坏主因、液化主要土类,并对现有液化判别方法进行了检验。结果表明:(1)江油火车站结构振动破坏相对较轻,主要为液化导致地基沉降而最终废弃;(2)江油火车站候车室地表喷出物为粉砂,但实际液化土与喷出物差别显著,主要为砂砾土液化;(3)现有液化判别方法主要基于砂土液化资料,不适用于砂砾土的液化评价,需要研究和发展新的砂砾土液化判别方法。
The Jiangyou Railway Station looks like intact from outside,but has to be demolished for rebuilding because of serious foundation settlement and wall crack induced significantly by liquefaction in the 2008 Wenchuan Earthquake.However,the nearby structures outside the liquefaction zone was damaged slightly.The main reason of structure damage was investigated and the liquefied soils was identified by borehole drilling,and also the current sand liquefaction evaluation method was verified by the field measured shear wave velocity.The detailed in-situ tests and verification of the current sand liquefaction assessment method revealed that:(1) The ground motion was not strong since the nearby structure was located in the non-liquefied zone,while the foundation settlement of Jiangyou Railway Station was significantly caused by liquefaction and the railway station has to be demolished in the end.(2) The actual liquefied soils is gravel and is significantly different from the spouted deposits in the waiting hall of railway station.(3) The current liquefaction evaluation method,proposed according to the sand liquefaction data,is not feasible for gravel liquefaction evaluation and the corresponding assessment method needs to be developed.
The Jiangyou Railway Station looks like intact from outside,but has to be demolished for rebuilding because of serious foundation settlement and wall crack induced significantly by liquefaction in the 2008 Wenchuan Earthquake.However,the nearby structures outside the liquefaction zone was damaged slightly.The main reason of structure damage was investigated and the liquefied soils was identified by borehole drilling,and also the current sand liquefaction evaluation method was verified by the field measured shear wave velocity.The detailed in-situ tests and verification of the current sand liquefaction assessment method revealed that:(1) The ground motion was not strong since the nearby structure was located in the non-liquefied zone,while the foundation settlement of Jiangyou Railway Station was significantly caused by liquefaction and the railway station has to be demolished in the end.(2) The actual liquefied soils is gravel and is significantly different from the spouted deposits in the waiting hall of railway station.(3) The current liquefaction evaluation method,proposed according to the sand liquefaction data,is not feasible for gravel liquefaction evaluation and the corresponding assessment method needs to be developed.
引文
[1]刘恢先.唐山大地震震害[M].北京:地震出版社,1989.LIU Huixian.The 1976 great Tangshan earthquake[M].Beijing:Seismological Press,1989.(in Chinese)
[2]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,Chinese Academy of Science.Haicheng earthquake damage[M].Beijing:Seismological Press,1979.(inChinese)
[3]胡聿贤.地震工程学[M].北京:地震出版社,1988.HU Yuxian.Earthquake engineering[M].Beijing:Seismological Press,1988.(in Chinese)
[4]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.XIE Junfei.Some comments on the formula for estimating the liquefaction of sand in revised seismic design code[J].Journal of Earthquake Engi-neering and Engineering Vibration,1984,4(2):95-125.(in Chinese)
[5]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.CAO Zhenzhong,HOU Longqing,YUAN Xiaoming.Characteristics of liquefaction-induced damages during Wenchuan Ms 8.0 earthquake[J].2010,31(11):3549-3555.(in Chinese)
[6]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.CAO Zhenzhong.Characteristics of soil liquefaction in the great Wenchuan earthquake and procedures for gravelly soil liquefaction evaluation[D].Harbin:Institute of Engineering Mechanics,CEA,2010.(in Chinese)
[7]GB50021-2001.岩土工程勘察规范[S].北京:中国建筑工业出版社,2002.GB50021-2001.Code for Investigation of Geotechnical Engineering[S].Beijing:China Architecture&Building Press,2002.(in Chinese)
[8]四川省质量技术监督局.DB51/T5026-2001成都地区建筑地基基础设计规范[S].2001.Administration of Quality and Technology supervision of Sichuan Province PRC.DB51/T5026-2001Design Code for Building Foundation ofChengdu Region[S].2001.(in Chinese)
[9]石兆吉.判别水平土层液化势的剪切波速法[J].水文地质和工程地质,1986(4):9-11.SHI Zhaoji.Liquefaction evaluation for horizontal layer using shear wave velocity[J].Hydrogeology and Engineering Geology,1986(4):9-11.(in Chinese)
[10]石兆吉,郁寿松,丰万玲.土壤液化式的剪切波速判别方法[J].岩土工程学报,1993,15(1):74-80.SHI Zhaoji,YU Shousong,FENG Wanlin.Shear wave velocity-based liquefaction evaluation[J].Chinese Journal of Geotechnical Engineering,1993,15(1):74-80.(in Chinese)
[11]Lin Ping Sien,Chang Chi Wen,Chang Wen Jong.Characterization of liquefaction resistance in gravelly soil:large hammer penetration test andshear wave velocity approach[J].Soil Dynamics and Earthquake Engineering,2004,24:675-687.
[12]Hardin O Bobby,Kalinski E Michael.Estimating the shear modulus of gravelly soils[J].Journal of Geotechnical and Geoenvironmental Engineer-ing,2005,131(7):867-875.
[2]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,Chinese Academy of Science.Haicheng earthquake damage[M].Beijing:Seismological Press,1979.(inChinese)
[3]胡聿贤.地震工程学[M].北京:地震出版社,1988.HU Yuxian.Earthquake engineering[M].Beijing:Seismological Press,1988.(in Chinese)
[4]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.XIE Junfei.Some comments on the formula for estimating the liquefaction of sand in revised seismic design code[J].Journal of Earthquake Engi-neering and Engineering Vibration,1984,4(2):95-125.(in Chinese)
[5]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.CAO Zhenzhong,HOU Longqing,YUAN Xiaoming.Characteristics of liquefaction-induced damages during Wenchuan Ms 8.0 earthquake[J].2010,31(11):3549-3555.(in Chinese)
[6]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.CAO Zhenzhong.Characteristics of soil liquefaction in the great Wenchuan earthquake and procedures for gravelly soil liquefaction evaluation[D].Harbin:Institute of Engineering Mechanics,CEA,2010.(in Chinese)
[7]GB50021-2001.岩土工程勘察规范[S].北京:中国建筑工业出版社,2002.GB50021-2001.Code for Investigation of Geotechnical Engineering[S].Beijing:China Architecture&Building Press,2002.(in Chinese)
[8]四川省质量技术监督局.DB51/T5026-2001成都地区建筑地基基础设计规范[S].2001.Administration of Quality and Technology supervision of Sichuan Province PRC.DB51/T5026-2001Design Code for Building Foundation ofChengdu Region[S].2001.(in Chinese)
[9]石兆吉.判别水平土层液化势的剪切波速法[J].水文地质和工程地质,1986(4):9-11.SHI Zhaoji.Liquefaction evaluation for horizontal layer using shear wave velocity[J].Hydrogeology and Engineering Geology,1986(4):9-11.(in Chinese)
[10]石兆吉,郁寿松,丰万玲.土壤液化式的剪切波速判别方法[J].岩土工程学报,1993,15(1):74-80.SHI Zhaoji,YU Shousong,FENG Wanlin.Shear wave velocity-based liquefaction evaluation[J].Chinese Journal of Geotechnical Engineering,1993,15(1):74-80.(in Chinese)
[11]Lin Ping Sien,Chang Chi Wen,Chang Wen Jong.Characterization of liquefaction resistance in gravelly soil:large hammer penetration test andshear wave velocity approach[J].Soil Dynamics and Earthquake Engineering,2004,24:675-687.
[12]Hardin O Bobby,Kalinski E Michael.Estimating the shear modulus of gravelly soils[J].Journal of Geotechnical and Geoenvironmental Engineer-ing,2005,131(7):867-875.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心