地震动强度对斜坡加速度动力响应规律的影响
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摘要
依托大型振动台试验成果,采用加速度响应峰值PGA及其放大系数相结合的分析方法,系统地探讨了上硬、下软和上软、下硬两种岩性组合结构斜坡模型,分别在正弦波和天然地震波作用下坡面各高程点的水平向和竖直向加速度响应随震动强度增大的变化规律。试验结果分析表明:①在天然波作用下两斜坡模型的水平向和竖直向PGA均随震动强度增大而增大,而放大系数则随震动强度增大到一定程度时,逐渐减小并趋于稳定;②在正弦波作用下两斜坡模型的水平向和竖直向PGA亦随震动强度增大而增大,然而竖直向PGA放大系数随震动强度增大亦有所增大,说明竖直向加速度响应表现出了相对于水平向响应较弱的非线性特征;③在水平向和竖直向地震力作用下加速度响应沿高程表现出的放大效应分别体现在斜坡模型的上段和下段。此外,斜坡模型的加速度响应沿坡面在坡脚、坡中和坡肩等特殊部位出现了多个极值区;④在水平向地震力作用下低频的地震波作用要强于高频地震波,且加速度在上硬、下软岩性组合结构斜坡模型中的响应要强于上软、下硬岩性组合斜坡模型;在竖直向地震力作用下则呈现相反结果。其研究结果对高地震风险山区的防震减灾及灾后重建都具有指导和借鉴意义。
Based on large-scale shaking table tests,using the pre-processed peak ground acceleration(PGA) and its amplification factor,taking slopes with two types of lithology variations including high strength materials overlying low strength materials and low strength materials overlying high strength materials as the research objects,this paper investigates systematically the change laws of the horizontal and vertical accelerations in different slope levels with the gradual increasing intensity,under sine waves and crude seismic waves.Analysis shows that: ① When crude seismic waves are loaded,the PGAs in two directions both increased as input waves strengthened,while their corresponding amplification factors increased first,then gradually decreased into stability change.② When sine waves are loaded,the PGAs in two directions also increased as input waves strengthened,however,their corresponding amplification factors still increased slowly all the time,which indicates the weaker nonlinearity.③ Under the horizontal and vertical seismic action of the same magnitude,the acceleration amplification appears respectively in the upper part and in the lower part of the two slope models.In addition,several extremum zones of accelerations appear at the bottom,middle and top of slope models.④ Under the horizontal seismic action,the effect of low frequency is stronger than that of high frequency,furthermore,with the same seismic wave,the acceleration responses in slope with high strength materials overlying low strength materials are stronger than those in the other slope;while under the vertical seismic action of the same magnitude,the results are contrary.The research provides a guidance and reference to quakeproof and post-disaster reconstruction in the high seismic hazard zones.
Based on large-scale shaking table tests,using the pre-processed peak ground acceleration(PGA) and its amplification factor,taking slopes with two types of lithology variations including high strength materials overlying low strength materials and low strength materials overlying high strength materials as the research objects,this paper investigates systematically the change laws of the horizontal and vertical accelerations in different slope levels with the gradual increasing intensity,under sine waves and crude seismic waves.Analysis shows that: ① When crude seismic waves are loaded,the PGAs in two directions both increased as input waves strengthened,while their corresponding amplification factors increased first,then gradually decreased into stability change.② When sine waves are loaded,the PGAs in two directions also increased as input waves strengthened,however,their corresponding amplification factors still increased slowly all the time,which indicates the weaker nonlinearity.③ Under the horizontal and vertical seismic action of the same magnitude,the acceleration amplification appears respectively in the upper part and in the lower part of the two slope models.In addition,several extremum zones of accelerations appear at the bottom,middle and top of slope models.④ Under the horizontal seismic action,the effect of low frequency is stronger than that of high frequency,furthermore,with the same seismic wave,the acceleration responses in slope with high strength materials overlying low strength materials are stronger than those in the other slope;while under the vertical seismic action of the same magnitude,the results are contrary.The research provides a guidance and reference to quakeproof and post-disaster reconstruction in the high seismic hazard zones.
引文
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[14]徐光兴,姚令侃,李朝红,等.边坡地震动力响应规律及地震动参数影响研究[J].岩土工程学报,2008,30(6):0918-0923.XU Guang-xing,YAO Ling-kan,LI Zhao-hong,et al.Dynamic response of slopes under earthquakes andinfluence of ground motion parameters[J].ChineseJournal of Geotechnical Engineering,2008,30(6):918-923.
[15]LIN MEEILING,WANG KUOLUNG.Seismic slopebehavior in a large-scale shaking table model test[J].Engineering Geology,2006,86(2):118-133.
[16]许强,刘汉香,邹威,等.斜坡加速度动力响应特性的大型振动台试验研究[J].岩石力学与工程学报,2010,29(12):2420-2428.XU Qiang,LIU Han-xiang,ZOU Wei,et al.Study onslope dynamic responses of accelerations by large-scaleshaking table test[J].Chinese Journal of RockMechanics and Engineering,2010,29(12):2420-2428.
[2]李勇,黄润秋,周荣军,等.龙门山地震带的地质背景与汶川地震的地表破裂[J].工程地质学报,2009,17(1):3-18.LI Yong,HUANG Run-qiu,ZHOU Rong-jun,et al.Geological background of Longmenshan seismic belt andsurface ruptures in Wenchuan Earthquake[J].Journal ofEngineering Geology,2009,17(1):3-18.
[3]徐锡伟,闻学泽,叶建青,等.汶川Ms8.0地震地表破裂带及发震构造[J].地震地质,2008,30(3):597-629.XU Xi-wei,WEN Xue-ze,YE Jian-qing,et al.TheM_S8.0 Wenchuan Earthquake surface ruptures and itsseismogenic structure[J].Seismology and Geology,2008,30(3):597-629.
[4]祈生文,许强,刘春玲,等.汶川地震极重灾区地质背景及次生斜坡灾害空间发育规律[J].工程地质学报,2009,17(1):39-49.QI Sheng-wen,XU Qiang,LIU Chun-ling,et al.Slopeinstabilities in the severest disaster areas of 5.12Wenchuan Earthquake[J].Journal of EngineeringGeology,2009,17(1):39-49.
[5]李宏男,肖诗云,霍林生.汶川地震震害调查与启示[J].建筑结构学报,2008,29(4):10-19.LI Hong-nan,XIAO Shi-yun,HUO Lin-sheng.Damageinvestigation and analysis of engineering structures in theWenchuan Earthquake[J].Journal of Building Stru-ctures,2008,29(4):10-19.
[6]郭婷婷,于贵华,徐锡伟.汶川地震灾害特征与建筑物震害原因讨论[J].工程抗震与加固改造,2010,32(4):125-133.GUO Ting-ting,YU Gui-hua,XU Xi-wei.Characteristicsof Wenchuan Earthquake disasters and discussion oncauses of buildings damage[J].Earthquake ResistantEngineering and Retrofitting,2010,32(4):125-133.
[7]LI XIAO JUN,ZHOU ZHENG HUA,YU HAI YIN,et al.Strong motion observation and recordings from the greatWenchuan Earthquake[J].Earthquake Engineering andEngineering Vibration,2008,7(3):235-246.
[8]许强.汶川大地震诱发地质灾害主要类型与特征研究[J].地质灾害与环境保护,2009,20(2):86-93.XU Qiang.Main types and characteristics of the geo-hazards triggered by the Wenchuan Earthquake[J].Journal of Geological Hazards and EnvironmentPreservation,2009,20(2):86-93.
[9]王秀英,聂高众,王登伟.汶川地震诱发滑坡与地震动峰值加速度对应关系研究[J].岩石力学与工程学报,2010,29(1):82-89.WANG Xiu-ying,NIE Gao-zong,WANG Deng-wei.Research on relationship between landslides and peakground accelerations induced by Wenchuan Earthquake[J].Chinese Journal of Rock Mechanics and Engineering,2010,29(1):82-89.
[10]崔江余,杨伟毅.地震动参数衰减规律的研究[J].世界地震工程,2002,18(3):116-122.CUI Jiang-yu,YANG Wei-yi.A study on the attenuationlaw of ground motion parameters[J].World EarthquakeEngineering,2002,18(3):116-122.
[11]WANG G Q,ZHOU X Y,ZHANG P Z,et al.Characteristics of amplitude and duration for near faultstrong ground motion from the 1999 Chi-Chi,TaiwanEarthquake[J].Soil Dynamics and EarthquakeEngineering,2002,22:73-96.
[12]梁庆国,韩文峰,马润勇,等.强地震动作用下层状岩体破坏的物理模拟研究[J].岩土力学,2005,26(8):1307-1311.LIANG Qing-guo,HAN Wen-feng,MA Run-yong,et al.Physical simulation study on dynamic failures of layeredrock masses under strong ground motion[J].Rock andSoil Mechanics,2005,26(8):1307-1311.
[13]祁生文,伍法权.边坡动力响应规律研究[J].中国科学(E辑:技术科学),2003,33(增刊):28-40.QI Sheng-wen,WU Fa-quan.Study on dynamicresponses of slope[J].Science In China(Ser.E:Tech-nological Sciences),2003,33(Supp.):28-40.
[14]徐光兴,姚令侃,李朝红,等.边坡地震动力响应规律及地震动参数影响研究[J].岩土工程学报,2008,30(6):0918-0923.XU Guang-xing,YAO Ling-kan,LI Zhao-hong,et al.Dynamic response of slopes under earthquakes andinfluence of ground motion parameters[J].ChineseJournal of Geotechnical Engineering,2008,30(6):918-923.
[15]LIN MEEILING,WANG KUOLUNG.Seismic slopebehavior in a large-scale shaking table model test[J].Engineering Geology,2006,86(2):118-133.
[16]许强,刘汉香,邹威,等.斜坡加速度动力响应特性的大型振动台试验研究[J].岩石力学与工程学报,2010,29(12):2420-2428.XU Qiang,LIU Han-xiang,ZOU Wei,et al.Study onslope dynamic responses of accelerations by large-scaleshaking table test[J].Chinese Journal of RockMechanics and Engineering,2010,29(12):2420-2428.
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