映秀湾水电站大型地下洞室群三维非线性损伤地震响应数值分析
|
摘要
基于深埋大型地下洞室群围岩损伤机理,对映秀湾水电站洞室群在三向地震荷载耦合作用下的动力响应进行了三维非线性数值模拟,分析了在有、无支护条件下洞室周边围岩关键部位的加速度、位移及应力的时程变化及分布规律,得出了地震荷载作用下围岩损伤分布特征。计算结果表明,在地震荷载作用下,除了因尾水洞体型及断层影响厂房底板及尾水洞交口处受力状态较差外,在锚固条件下整个洞室的围岩损伤、洞周位移、应力分布和锚杆受力都较为合理,说明支扩系统基本保证了洞室的抗震稳定性,但上、下游边墙及吊车梁相对位移达到了10cm左右,导致吊车无法正常运行。
A 3D nonlinear dynamic model is adopted to analyze the time-history and space distribution of acceleration,displacement,stress field and damage zones at the key positions of large underground caverns.This model is based on the damage mechanism of surrounding rocks under the coupled earthquake loads in three directions.The simulation results for the two cases with and without an anchorage support show that under the earthquake loads the conditions of rock damage,displacement,stress field and cable stress of the surrounding rocks with an anchorage support system are fairly good,except for the stress conditions at the bottom of the main cavern and at the intersect with the tail-water cavern where the effect of geological faults is considerable.This suggests that an overall aseismatic stability of caverns can be achieved with an anchorage support system,but there remains a relative displacement of 10cm between the up and down sidewalls,which may cause a difficulty for the crane to run normally.
A 3D nonlinear dynamic model is adopted to analyze the time-history and space distribution of acceleration,displacement,stress field and damage zones at the key positions of large underground caverns.This model is based on the damage mechanism of surrounding rocks under the coupled earthquake loads in three directions.The simulation results for the two cases with and without an anchorage support show that under the earthquake loads the conditions of rock damage,displacement,stress field and cable stress of the surrounding rocks with an anchorage support system are fairly good,except for the stress conditions at the bottom of the main cavern and at the intersect with the tail-water cavern where the effect of geological faults is considerable.This suggests that an overall aseismatic stability of caverns can be achieved with an anchorage support system,but there remains a relative displacement of 10cm between the up and down sidewalls,which may cause a difficulty for the crane to run normally.
引文
[1]谷拴成,朱彬,马德梅.地下结构抗震分析方法及其现状[J].西安科技大学学报,2005,25(2):143~146.GU Shuancheng,ZHU Bin,Ma Demei.The status quo and methods of antiseismic research of underground structure[J].Journal of Xi’anUniversity of Science and Technology,2005,25(2):143~146.(in chinese)
[2]Akira,T.A.Study on seismic analysis methods in the cross section of underground structures using static finite element method[J].Structural Engineering&Earthquake Engineering,2005,122(1):41~53.
[3]李天斌.汶川特大地震中山岭隧道变形破坏特征及影响因素分析[J].工程地质学报,2008,16(6):742~750.LI Tianbing.Analysis of deformation and damage characteristics and influencing factors in the mountain tunnel of Wenchuan Earthquake[J].Journal of Engineering Geology,2008,16(6):742~750.(in chinese)
[4]黄强兵,彭建兵.基于地震波入射角的地下管道地震应力计算[J].地下空间与工程学报,2008,4(5):979~984.HUANG Qiangbing,PENG Jianbing.Calculation about earthquake stress for underground pipeline based on the incident angle of earthquakewave[J].Chinese Journal of Underground Space and Engineering.2008,4(5):979~984.(in chinese)
[5]丁峻宏,金先龙,郭毅之等.盾构隧道地震响应的三维数值模拟方法及应用[J].岩石力学与工程学报,2006,25(7):1430~1436.DING Junhong,JIN Xianlong,GUO Yizhi et al.Three-dimension numerical simulation method and its application to seismic response ofshield tunnel[J].Chinese Journal of Rock Mechanics and Engineering,2006,25(7):1430~1436.(in chinese)
[6]杨林德,王国波,郑永来等.地铁车站结构振动台试验及地震响应的三维数值模拟[J].岩石力学与工程学报,2007,26(8):1538~1545.YANG Linde,WANG Guobo,Zheng Yonglai et al.Shaking table test on metro station structure and 3D numerical simulation of seismicresponse[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(8):1538~1545.(in chinese)
[7]Itasca Consulting Group Inc.FLAC3D(Fast Lagrangian Analysis of Continua in 3 Dimension)User’s Manuals Version 2.1,Mineapolis,Minnesota,2002.
[8]Frantziskonis G.and C.S.Desai.Consitutive Model with Strain Softening,Int.J.Solid Structure,1987,23(6):733~768.
[9]肖明,陈俊涛.大型地下洞室复杂地质断层数值模拟分析方法[J].岩土力学,2006,27(6):880~884.XIAO Ming,CHEN Juntao.Numerical simulation and analysis method of complex geologic faults in large underground chamber[J].Rock andSoil Mechanics,2006,27(6):880~884.(in chinese)
[2]Akira,T.A.Study on seismic analysis methods in the cross section of underground structures using static finite element method[J].Structural Engineering&Earthquake Engineering,2005,122(1):41~53.
[3]李天斌.汶川特大地震中山岭隧道变形破坏特征及影响因素分析[J].工程地质学报,2008,16(6):742~750.LI Tianbing.Analysis of deformation and damage characteristics and influencing factors in the mountain tunnel of Wenchuan Earthquake[J].Journal of Engineering Geology,2008,16(6):742~750.(in chinese)
[4]黄强兵,彭建兵.基于地震波入射角的地下管道地震应力计算[J].地下空间与工程学报,2008,4(5):979~984.HUANG Qiangbing,PENG Jianbing.Calculation about earthquake stress for underground pipeline based on the incident angle of earthquakewave[J].Chinese Journal of Underground Space and Engineering.2008,4(5):979~984.(in chinese)
[5]丁峻宏,金先龙,郭毅之等.盾构隧道地震响应的三维数值模拟方法及应用[J].岩石力学与工程学报,2006,25(7):1430~1436.DING Junhong,JIN Xianlong,GUO Yizhi et al.Three-dimension numerical simulation method and its application to seismic response ofshield tunnel[J].Chinese Journal of Rock Mechanics and Engineering,2006,25(7):1430~1436.(in chinese)
[6]杨林德,王国波,郑永来等.地铁车站结构振动台试验及地震响应的三维数值模拟[J].岩石力学与工程学报,2007,26(8):1538~1545.YANG Linde,WANG Guobo,Zheng Yonglai et al.Shaking table test on metro station structure and 3D numerical simulation of seismicresponse[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(8):1538~1545.(in chinese)
[7]Itasca Consulting Group Inc.FLAC3D(Fast Lagrangian Analysis of Continua in 3 Dimension)User’s Manuals Version 2.1,Mineapolis,Minnesota,2002.
[8]Frantziskonis G.and C.S.Desai.Consitutive Model with Strain Softening,Int.J.Solid Structure,1987,23(6):733~768.
[9]肖明,陈俊涛.大型地下洞室复杂地质断层数值模拟分析方法[J].岩土力学,2006,27(6):880~884.XIAO Ming,CHEN Juntao.Numerical simulation and analysis method of complex geologic faults in large underground chamber[J].Rock andSoil Mechanics,2006,27(6):880~884.(in chinese)
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