汶川地震对映秀湾水电站地下厂房的震害影响及动力响应分析
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摘要
映秀湾水电站是汶川"5.12"大地震距离震中最近的水电工程,该电站已投产多年,震时受到严重影响,地震影响烈度高达XI度。首先,根据震后现场考察,分析地下厂房受到的震害影响。调查表明,震后的映秀湾地下厂房围岩总体稳定,但主厂房内出现了局部震损现象,造成吊车无法正常运行;母线洞和交通洞与主厂房的交口处有外漆脱落、围岩轻微开裂现象。然后,根据距离震中最近的强震测站卧龙台在主震时监测到的数据,运用通用软件FLAC3D,对映秀湾地下厂房进行了动力响应分析。计算结果表明,地下厂房上、下游边墙在极短时间内发生的横向变形变幅分别达到5.4和3.0cm,边墙部位围岩拉应力超过围岩抗拉强度,出现拉裂。动力响应分析结果与现场震损考察所反映的基本规律相符,可以从数值分析的角度大致解释在震害调查中所发现的震损现象,为水电工程震后修复加固和相关科研提供参考。
Yingxiuwan hydropower station is the nearest hydropower project to the epicenter of Wenchuan"5.12" earthquake. This hydropower station has been put into operation for several decades. It was severely affected by the earthquake,and its earthquake response intensity amounted to 11 degrees. Firstly,according to the in-situ investigation after the earthquake,the earthquake damage of underground powerhouse is analyzed. The following results are obtained:(1) The general stability of Yingxiuwan underground powerhouse is favorable. However,a certain local deformation is observed at the sidewall area of the main powerhouse,which lead to local failure in the main powerhouse causing crane to be unable to operate. (2) The paint on the bus bar opening sheds off and the surrounding rock in the traffic opening slightly cracks. Then,according to the data of Wenchuan earthquake monitored by Wolong strong motion station,which is the nearest station to the epicenter,the dynamic response analysis was conducted by FLAC3D. The calculation results show that the transverse deformation increments of the upstream and downstream sidewalls are 5.4 and 1.0 cm,respectively,in a short time;and the tensile stress at sidewall area exceeds surrounding rock′s tensile strength,which causes tensile crack. Comparison of the monitoring data and calculating results show that the dynamic response analysis results agree with the regularity derived from the in-situ earthquake damage investigations. Therefore,the investigated earthquake damage can be explained through numerical analysis;and it provides references to the postseismic reinforcement and rebuilt work of hydropower projects as well as relative researches.
Yingxiuwan hydropower station is the nearest hydropower project to the epicenter of Wenchuan"5.12" earthquake. This hydropower station has been put into operation for several decades. It was severely affected by the earthquake,and its earthquake response intensity amounted to 11 degrees. Firstly,according to the in-situ investigation after the earthquake,the earthquake damage of underground powerhouse is analyzed. The following results are obtained:(1) The general stability of Yingxiuwan underground powerhouse is favorable. However,a certain local deformation is observed at the sidewall area of the main powerhouse,which lead to local failure in the main powerhouse causing crane to be unable to operate. (2) The paint on the bus bar opening sheds off and the surrounding rock in the traffic opening slightly cracks. Then,according to the data of Wenchuan earthquake monitored by Wolong strong motion station,which is the nearest station to the epicenter,the dynamic response analysis was conducted by FLAC3D. The calculation results show that the transverse deformation increments of the upstream and downstream sidewalls are 5.4 and 1.0 cm,respectively,in a short time;and the tensile stress at sidewall area exceeds surrounding rock′s tensile strength,which causes tensile crack. Comparison of the monitoring data and calculating results show that the dynamic response analysis results agree with the regularity derived from the in-situ earthquake damage investigations. Therefore,the investigated earthquake damage can be explained through numerical analysis;and it provides references to the postseismic reinforcement and rebuilt work of hydropower projects as well as relative researches.
引文
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[10]林鹏,王仁坤,李庆斌,等.汶川8.0级地震对典型高坝结构安全的影响分析[J].岩石力学与工程学报,2009,28(6):1261–1269.(LIN Peng,WANG Renkun,LI Qingbin,et al.Effect of analysis of structural safety of typical large dams in Wenchuan8.0earthquake[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(6):1261–1269.(in Chinese))
[11]李海波,马行东,李俊如,等.地震荷载作用下地下岩体洞室位移特征的影响因素分析[J].岩土工程学报,2006,28(3):358–362.(LI Haibo,MA Xingdong,LI Junru,et al.Study on influence factors of rock cavern displacement under earthquake[J].Chinese Journal of Geotechnical Engineering,2006,28(3):358–362.(in Chinese))
[12]卢滔,李小军,李亚琦.水工地下厂房岩体洞室地震反应问题分析[J].中国地震,2008,24(1):77–85.(LU Tao,LI Xiaojun,LI Yaqi.Discussion on seismic response numerical study of large scale underground rock cavern for hydropower station[J].Earthquake Research in China,2008,24(1):77–85.(in Chinese))
[13]隋斌,朱维申,李晓静.地震荷载作用下大型地下洞室群的动态响应模拟[J].岩土工程学报,2008,30(12):1877–1882.(SUI Bin,ZHU Weishen,LI Xiaojing.Simulation on dynamic response of large underground opening complex under seismic loads[J].Chinese Journal of Geotechnical Engineering,2008,30(12):1877–1882.(in Chinese))
[14]黄胜,陈卫忠,杨建平,等.地下工程地震动力响应及抗震研究[J].岩石力学与工程学报,2009,28(3):483–490.(HUANG Sheng,CHEN Weizhong,YANG Jianping,et al.Research on earthquake-induced dynamic responses and aseismic measures for underground engineering[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(3):483–490.(in Chinese))
[15]王如宾,徐卫亚,石崇,等.高地震烈度区岩体地下洞室动力响应分析[J].岩石力学与工程学报,2009,28(3):568–575.(WANG Rubin,XU Weiya,SHI Chong,et al.Dynamic response analysis of rock underground powerhouse in highly seismic region[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(3):568–575.(in Chinese))
[16]中华人民共和国国家标准编写组.GB18306–2001中国地震动参数区划图[S].北京:中国标准出版社,2001.(The National Standards Compilation Group of People′s Republic of China.GB18306–2001Seismic ground motion parameter zonation map of China[S].Beijing:Standards Press of China,2001.(in Chinese))
[17]清华大学,西南交通大学,重庆大学,等.汶川地震建筑震害分析及设计对策[M].北京:中国建筑工业出版社,2009.(Tsinghua University,Southwest Jiaotong University,Chongqing University,et al.Seismic damage analysis and design strategy for structures in Wenchuan earthquake[M].Beijing:China Architecture and Building Press,2009.(in Chinese))
[18]胡聿贤.地震工程学[M].北京:地震出版社,2006.(HU Yuxian.Earthquake engineering[M].Beijing:Earthquake Press,2006.(in Chinese))
[19]LI X J,ZHOU Z H,Huang M,et al.Preliminary analysis of strong-motion recordings from the magnitude8.0Wenchuan,China,earthquake of12th May2008[J].Seismological Research Letters,2008,79(6):844–854.
[20]中华人民共和国国家标准编写组.GB17741–2005工程场地地震安全性评价技术规范[S].北京:中国标准出版社,2005.(The National Standards Compilation Group of People′s Republic of China.GB17741–2005Evaluation of seismic safety for engineering sites[S].Beijing:Standards Press of China,2005.(in Chinese))
[21]KUHLEMEYER R L,LYSMER J.Finite element method accuracy for wave propagation problems[J].Journal of the Soil Mechanics and Foundations Division,1973,99(5):421-427.
[22]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2009.(CHEN Yumin,XU Dingping.Basis and engineering application of FLAC/FLAC3D[M].Beijing:China Water Power Press,2009.(in Chinese))
[23]中华人民共和国行业标准编写组.DL5073–2000水工建筑物抗震设计规范[S].北京:中国电力出版社,2006.(The Professional Standards Compilation Group of People′s Republic of China.DL5073–2000Specifications for seismic design of hydraulic structures[S].Beijing:China Electric Power Press,2006.(in Chinese))
[24]Itasca Consulting Group,Inc..FLAC3D user′s manual(version3.0)[R].Minneapolis:Itasca Consulting Group,Inc.,2005.
[2]黄润秋,李为乐.“5.12”汶川大地震触发地质灾害的发育分布规律研究[J].岩石力学与工程学报,2008,27(12):2585–2592.(HUANG Runqiu,LI Weile.Research on development and distribution rules of geohazards induced by Wenchuan earthquake on12th May,2008[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(12):2585–2592.(in Chinese))
[3]谢和平,邓建辉,台佳佳,等.汶川大地震灾害与灾区重建的岩土工程问题[J].岩石力学与工程学报,2008,27(9):1781–1791.(XIE Heping,DENG Jianhui,TAI Jiajia,et al.Wenchuan large earthquake and post-earthquake reconstruction-related geotechnical problems[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(9):1781–1791.(in Chinese))
[4]郑声安,王仁坤,章建跃,等.汶川地震对岷江上游水电工程的影响分析[J].水力发电,2008,34(11):5–9.(ZHENG Sheng′an,WANG Renkun,ZHANG Jianyue,et al.Influence analysis of Wenchuan earthquake on the hydropower projects in the upstream of the Minjiang River[J].Water Power,2008,34(11):5–9.(in Chinese))
[5]陈生水,霍家平,章为民.“5.12”汶川地震对紫坪铺混凝土面板坝的影响及原因分析[J].岩土工程学报,2008,30(6):795–801.(CHEN Shengshui,HUO Jiaping,ZHANG Weimin.Analysis of effects of“5.12”Wenchuan earthquake on Zipingpu concrete face rockfill dam[J].Chinese Journal of Geotechnical Engineering,2008,30(6):795–801.(in Chinese))
[6]汪家林,徐湘涛,汪贤良,等.汶川8.0级地震对紫坪铺左岸坝前堆积体稳定性影响的监测分析[J].岩石力学与工程学报,2009,28(6):1279–1287.(WANG Jialin,XU Xiangtao,WANG Xianliang,et al.Monitoring analysis of influence of Wenchuan8.0earthquake on talus slope stability at left bank in front dam of Zipingpu hydraulic project[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(6):1279–1287.(in Chinese))
[7]熊堃，何蕴龙，张艳锋.“5.12”汶川大地震时冶勒大坝实测动力反应[J].岩土工程学报,2008,30(10):1575–1580.(XIONG Kun,HE Yunlong,ZHANG Yanfeng.Recorded seismic response of Yele dam during“5.12”Wenchuan earthquake[J].Chinese Journal of Geotechnical Engineering,2008,30(10):1575–1580.(in Chinese))
[8]何蕴龙,刘俊林,熊堃.汶川地震冶勒大坝动力响应规律分析[J].四川大学学报(工程科学版),2009,41(3):157–164.(HE Yunlong,LIU Junlin,XIONG Kun.Seismic response of Yele dam during Wenchuan earthquake[J].Journal of Sichuan University(EngineeringScience),2009,41(3):157–164.(in Chinese))
[9]杨宝全,张林,王华.汶川地震震损水库典型土石坝除险加固分析[J].四川大学学报(工程科学版),2009,41(3):146–150.(YANG Baoquan,ZHANG Lin,WANG Hua.Analysis on consolidation of a typical earth-rockfill dams which damaged in Wenchuan earthquake[J].Journal of Sichuan University(Engineering Science),2009,41(3):146–150.(in Chinese))
[10]林鹏,王仁坤,李庆斌,等.汶川8.0级地震对典型高坝结构安全的影响分析[J].岩石力学与工程学报,2009,28(6):1261–1269.(LIN Peng,WANG Renkun,LI Qingbin,et al.Effect of analysis of structural safety of typical large dams in Wenchuan8.0earthquake[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(6):1261–1269.(in Chinese))
[11]李海波,马行东,李俊如,等.地震荷载作用下地下岩体洞室位移特征的影响因素分析[J].岩土工程学报,2006,28(3):358–362.(LI Haibo,MA Xingdong,LI Junru,et al.Study on influence factors of rock cavern displacement under earthquake[J].Chinese Journal of Geotechnical Engineering,2006,28(3):358–362.(in Chinese))
[12]卢滔,李小军,李亚琦.水工地下厂房岩体洞室地震反应问题分析[J].中国地震,2008,24(1):77–85.(LU Tao,LI Xiaojun,LI Yaqi.Discussion on seismic response numerical study of large scale underground rock cavern for hydropower station[J].Earthquake Research in China,2008,24(1):77–85.(in Chinese))
[13]隋斌,朱维申,李晓静.地震荷载作用下大型地下洞室群的动态响应模拟[J].岩土工程学报,2008,30(12):1877–1882.(SUI Bin,ZHU Weishen,LI Xiaojing.Simulation on dynamic response of large underground opening complex under seismic loads[J].Chinese Journal of Geotechnical Engineering,2008,30(12):1877–1882.(in Chinese))
[14]黄胜,陈卫忠,杨建平,等.地下工程地震动力响应及抗震研究[J].岩石力学与工程学报,2009,28(3):483–490.(HUANG Sheng,CHEN Weizhong,YANG Jianping,et al.Research on earthquake-induced dynamic responses and aseismic measures for underground engineering[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(3):483–490.(in Chinese))
[15]王如宾,徐卫亚,石崇,等.高地震烈度区岩体地下洞室动力响应分析[J].岩石力学与工程学报,2009,28(3):568–575.(WANG Rubin,XU Weiya,SHI Chong,et al.Dynamic response analysis of rock underground powerhouse in highly seismic region[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(3):568–575.(in Chinese))
[16]中华人民共和国国家标准编写组.GB18306–2001中国地震动参数区划图[S].北京:中国标准出版社,2001.(The National Standards Compilation Group of People′s Republic of China.GB18306–2001Seismic ground motion parameter zonation map of China[S].Beijing:Standards Press of China,2001.(in Chinese))
[17]清华大学,西南交通大学,重庆大学,等.汶川地震建筑震害分析及设计对策[M].北京:中国建筑工业出版社,2009.(Tsinghua University,Southwest Jiaotong University,Chongqing University,et al.Seismic damage analysis and design strategy for structures in Wenchuan earthquake[M].Beijing:China Architecture and Building Press,2009.(in Chinese))
[18]胡聿贤.地震工程学[M].北京:地震出版社,2006.(HU Yuxian.Earthquake engineering[M].Beijing:Earthquake Press,2006.(in Chinese))
[19]LI X J,ZHOU Z H,Huang M,et al.Preliminary analysis of strong-motion recordings from the magnitude8.0Wenchuan,China,earthquake of12th May2008[J].Seismological Research Letters,2008,79(6):844–854.
[20]中华人民共和国国家标准编写组.GB17741–2005工程场地地震安全性评价技术规范[S].北京:中国标准出版社,2005.(The National Standards Compilation Group of People′s Republic of China.GB17741–2005Evaluation of seismic safety for engineering sites[S].Beijing:Standards Press of China,2005.(in Chinese))
[21]KUHLEMEYER R L,LYSMER J.Finite element method accuracy for wave propagation problems[J].Journal of the Soil Mechanics and Foundations Division,1973,99(5):421-427.
[22]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2009.(CHEN Yumin,XU Dingping.Basis and engineering application of FLAC/FLAC3D[M].Beijing:China Water Power Press,2009.(in Chinese))
[23]中华人民共和国行业标准编写组.DL5073–2000水工建筑物抗震设计规范[S].北京:中国电力出版社,2006.(The Professional Standards Compilation Group of People′s Republic of China.DL5073–2000Specifications for seismic design of hydraulic structures[S].Beijing:China Electric Power Press,2006.(in Chinese))
[24]Itasca Consulting Group,Inc..FLAC3D user′s manual(version3.0)[R].Minneapolis:Itasca Consulting Group,Inc.,2005.
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