基覆边坡动力响应的模型试验研究
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摘要
竖向地震动对地震边坡稳定性有很大影响,基于此,设计了基覆边坡的模型试验(水下爆炸振动),对界面光滑无支挡结构(A坡)、界面光滑有支档结构(B坡)及界面粗糙无支挡结构(C坡)三种类型基覆边坡概化模型的破坏模式和竖向加速度响应特征进行了研究。利用加速度比这个无量纲量描述测点加速度响应的主要特征,在此基础上对比分析三种结构的基覆边坡的破坏模式、加速度响应特征和桩板墙的土压力分布。结果表明:三种边坡的表层松散土体均产生碎屑流状的下滑滚动,且C坡最明显,A,B坡沿交界面错动且在覆盖层顶部可以看到明显的下错现象;A坡动力稳定性最差,C坡最好,加固设计中应优先考虑加固滑面;爆炸试验中桩板墙上的动土压力峰值出现在1/3墙高处。
Vertical ground motion has great influence on the stability of seismic slopes. The model test for bedrock and overburden layer slope was designed( underwater explosion vibration) to study the failure mode and vertical acceleration response property of three types of bedrock and overburden layer slope generalization including the slope with smooth interface named A-Slope,the slope with retaining structure named B-Slope and the slope with rough interface named C-Slope. The acceleration ratio is dimensionless quantities description measuring point as main characteristic,on this basis,the comparison analysis on failure mode,acceleration response property,slab-pile wall soil pressure distribution of three structures of bedrock and overburden layer slope were performed. The comparison analysis indicated that the debris flow and rolling of loose soil was observed in every slope test of all three types,and it is the more obvious in the C-Slope tests. A-Slope and B-Slope were displaced along the intersection. The fracture at the top of slope can be clearly observed in the A-Slope and B-Slope tests. The dynamic stability of A-Slope was the worst one and C-Slope was the best one.Reinforcing the sliding surface should be considered firstly in seismic bedrock and overburden layer slopes.The peak value of dynamic soil pressure was observed at the third upper part of slab-pile retaining wall.
Vertical ground motion has great influence on the stability of seismic slopes. The model test for bedrock and overburden layer slope was designed( underwater explosion vibration) to study the failure mode and vertical acceleration response property of three types of bedrock and overburden layer slope generalization including the slope with smooth interface named A-Slope,the slope with retaining structure named B-Slope and the slope with rough interface named C-Slope. The acceleration ratio is dimensionless quantities description measuring point as main characteristic,on this basis,the comparison analysis on failure mode,acceleration response property,slab-pile wall soil pressure distribution of three structures of bedrock and overburden layer slope were performed. The comparison analysis indicated that the debris flow and rolling of loose soil was observed in every slope test of all three types,and it is the more obvious in the C-Slope tests. A-Slope and B-Slope were displaced along the intersection. The fracture at the top of slope can be clearly observed in the A-Slope and B-Slope tests. The dynamic stability of A-Slope was the worst one and C-Slope was the best one.Reinforcing the sliding surface should be considered firstly in seismic bedrock and overburden layer slopes.The peak value of dynamic soil pressure was observed at the third upper part of slab-pile retaining wall.
引文
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[15]Aoi S,Kunugi T,Fujiwara H.Trampoline effect in extreme ground motion[J].Science,2008,322(5902):727-730.
[2]Dai F C,Tu X B,Xu C,et al.Rock avalanches triggered by obliquethrusting during the 12May,2008 Ms 8.0 Wenchuan earthquake,China[J].Geomorphology,2011,132(3/4):300-318.
[3]殷跃平.汶川八级地震滑坡特征分析[J].工程地质学报,2009,17(1):29-38.Yin Y P.Features of landslides Triggered by the Wenchuan Earthquake[J].Journal of Engineering Geology,2009,17(1):29-38.
[4]李为乐,伍霁,吕宝熊.地震滑坡研究回顾与展望[J].灾害学,2011,26(3):103-108.Li W L,Wu J,Lv B X.Research on landslide triggered by earthquake:review and prospect[J].Journal of Catastrophology,2011,26(3):103-108.
[5]冯文凯,许强,黄润秋.斜坡震裂变形力学机制初探[J].岩石力学与工程学报,2009,28(增刊1):3124-3130.Feng W K,Xu Q,Huang R Q.Preliminary study on mechanical mechanism of slope earthquake-induced deformation[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(S1):3124-3130.
[6]许强,陈建君,冯文凯,等.斜坡地震响应的物理模拟试验研究[J].四川大学学报(工程科学版),2009,41(3):266-272.Xu Q,Chen J J,Feng W K,et al.Study of the seismic response of slopes by physical modeling[J].Journal of Sichuan University(Engineering Science),2009,41(3):266-272.
[7]肖锐铧,许强,冯文凯,等.强震条件下双面坡变形破坏机理的振动台物理模拟试验研究[J].工程地质学报,2010,18(6):827-843.Xiao R H,Xu Q,Feng W K,et al.Shaking table simulation experiment on deformation-failure mechanism of double-sides slope in condition of intense earthquake[J].Journal of Engineering Geology,2010,18(6):827-843.
[8]刘汉香,许强,范宣梅,等.地震动强度对斜坡加速度动力响应规律的影响[J].岩土力学,2012,33(5):1357-1365.Liu H X,Xu Q,Fan X M,et al.Influence of ground motion intensity on dynamic response laws of slope accelerations[J].Rock and Soil Mechanics,2012,33(5):1357-1365.
[9]Huang R Q.Slope motion response and failure under strong earthquakes:recording,monitoring and modeling[M]∥Ugai K,Yagi H,Wakai A.Earthquake-Induced Landslides.Berlin Heidelberg:Spring-Verlag,2013:59-73.
[10]Xu Q,Liu H X.Topographic effect on seismic slope behavior in a shaking table test[M]∥Ugai K,Yagi H,Wakai A.Earthquake-Induced Landslides.Berlin Heidelberg:Springer-Verlag,2013:529-536.
[11]董金玉,杨国香,吴法权,等.地震作用下顺层岩质边坡动力响应和破坏模式大型振动台试验研究[J].岩土力学,2011,32(10):2977-2983.Dong J Y,Yang G X,Wu F Q,et al.The large-scale shaking table test study of dynamic response and failure mode of bedding rock slope under earthquake[J].Rock and Soil Mechanics,2011,32(10):2977-2983.
[12]艾畅,冯春,李世海,等.地震作用下顺层岩质边坡动力响应的试验研究[J].岩石力学与工程学报,2010,29(9):1825-1832.Ai C,Feng C,Li S H,et al.Experimental research on dynamic response of consequent rock slope under seismic loading[J].Chinese Journal of Rock Mechanics and Engineering,2010,29(9):1825-1832.
[13]赵安平,冯春,李世海,等.地震力作用下基覆边坡模型试验研究[J].岩土力学,2012,33(2):515-523.Zhao A P,Feng C,Li S H,et al.Experimental research on seismic failure mode and supporting for slope of bedrock and overburden layer[J].Rock and Soil Mechanics,2012,33(2):515-523.
[14]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 X Y,Nie G Z,Wang D W.Research on relationship between landslides and peak ground accelerations induced by Wenchuan earthquake[J].Chinese Journal of Rock Mechanics and Engineering,2010,29(1):82-89.
[15]Aoi S,Kunugi T,Fujiwara H.Trampoline effect in extreme ground motion[J].Science,2008,322(5902):727-730.
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