地震动荷载作用下公路边坡永久位移
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摘要
针对地震动作用下影响公路边坡稳定性的关键因素,采用三维离散元动力响应分析方法,建立了公路边坡三维离散元模型,确定了动力计算的主要参数,选取不同坡高、坡度、岩层倾角以及不同地震波参数进行组合,研究了公路边坡在地震动荷载作用下永久动力位移的响应规律。研究结果表明:在坡高10~70m范围内,边坡的永久动力位移随坡高的增大而单调增大;边坡坡度在50°左右时永久位移达到最大;边坡位移随着地震波频率增加而减少,当频率超过10Hz时,边坡位移随频率的增加变化不大,趋于稳定;高烈度地震区路线边坡设计应控制边坡高度,避免50°左右的边坡坡度,宜选择小于30°的边坡设计;基于三维离散元的边坡永久动力位移分析方法计算结果准确可行。
According to the key influencing factors of road slop stability under earthquake,the three-dimensional distinct element code model of road slop was set up by using dynamic response analysis method based on distinct element code,and the main parameters were defined.Different slope height,slope angle,rock inclination and seismic wave parameters were selected and combined,and the response disciplinarian of road slop permanent displacement under earthquake was studied.The results indicate that the permanent displacement of road slop increases with the increase slope height when the slope height is between 10 mand 70m.The permanent displacement reaches the maximum while slope angle is about 50°.The larger seismic wave frequency is,the smaller slop displacement is.When the seismic wave frequency is larger than 10 Hz,slop displacement is stabilized.In high seismic intensity region,road slop height should be controlled,the slop angle smaller than 30°is appropriate.Therefore,the permanent displacement analysis method based on distinct element code is feasible.
According to the key influencing factors of road slop stability under earthquake,the three-dimensional distinct element code model of road slop was set up by using dynamic response analysis method based on distinct element code,and the main parameters were defined.Different slope height,slope angle,rock inclination and seismic wave parameters were selected and combined,and the response disciplinarian of road slop permanent displacement under earthquake was studied.The results indicate that the permanent displacement of road slop increases with the increase slope height when the slope height is between 10 mand 70m.The permanent displacement reaches the maximum while slope angle is about 50°.The larger seismic wave frequency is,the smaller slop displacement is.When the seismic wave frequency is larger than 10 Hz,slop displacement is stabilized.In high seismic intensity region,road slop height should be controlled,the slop angle smaller than 30°is appropriate.Therefore,the permanent displacement analysis method based on distinct element code is feasible.
引文
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[2]Chen S G,Cai J G,Zhao J,et al.Discrete element modeling of an underground explosion in a jointed rock mass[J].Geotechnical and Geological Engineering,2000,18(2):59-78.
[3]Kokusho T,Ishizawa T.Energy approach for earthquake induced slope failure evaluation[J].Soil Dynamics and Earthquake Engineering,2006,26(2/4):221-230.
[4]Gokmiza S B.Pseudo-static stability analysis in normally consolidated soil slopes subjected to earthquakes[J].Technical Journal of Turkish Chamber of Civil Engineers,1998,9(9):457-461.
[5]Al-Homoud A S,Tahtamoni W.Comparison between predictions using different simplified Newmarks’block-on-plane models and field values of earthquake induced displacements[J].Soil Dynamics and Earthquake Engineering,2000,19(2):73-90.
[6]Kokusho T,Ishizawa T,Nishida K.Travel distance of failed slopes during 2004Chuetsu earthquake and its evaluation in terms of energy[J].Soil Dynamics and Earthquake Engineering,2009,29(7):1159-1169.
[7]Seed H B.Consideration in the earthquake design of earth and rockfill dams[J].Geotechnique,1979,29(3):215-263.
[8]Li X P,He S M.Seismically induced slope instabilities and the corresponding treatments:the case of a road in the Wenchuan earthquake hit region[J].Journal of Mountain Science,2009,6(1):96-100.
[9]郑颖人,肖强,叶海林,等.地震隧洞稳定性分析探讨[J].岩石力学与工程学报,2010,29(6):1081-1088.ZHENG Ying-ren,XIAO Qiang,YE Hai-lin,et al.Study of tunnel stability analysis with seismic load[J].Chinese Journal of Rock Mechanics and Engineering,2010,29(6):1081-1088.(in Chinese)
[10]王根龙,伍法权,李巨文.岩质边坡稳定塑性极限分析方法-斜分条法[J].岩土工程学报,2007,29(12):1767-1771.WANG Gen-long,WU Fa-quan,LI Ju-wen.Rock slope stability analysis based on plasticity limit theory-method of slices with inclined interfaces[J].Chinese Journal of Geotechnical Engineering,2007,29(12):1767-1771.(in Chinese)
[11]赵炼恒,李亮,杨峰,等.加筋土坡动态稳定性拟静力分析[J].岩石力学与工程学报,2009,28(9):1904-1917.ZHAO Lian-heng,LI Liang,YANG Feng,et al.Dynamic stability pseudo-static analysis of reinforcement soil slopes[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(9):1904-1917.(in Chinese)
[12]熊炜,范文,邓龙胜,等.基于有限元修正节理岩质边坡稳定性计算的解析解[J].地球科学与环境学报,2011,33(3):306-310.XIONG Wei,FAN Wen,DENG Long-sheng,et al.Amendment of analytical solution on stability of joint rock slope based on finite element method[J].Journal of Earth Sciences and Environment,2011,33(3):306-310.(in Chinese)
[13]张常亮,李同录,李萍.三维极限平衡法通用形式的建立及应用[J].地球科学与环境学报,2010,32(1):98-105.ZHANG Chang-liang,LI Tong-lu,LI Ping.Constitution and application of three-dimensional limit equilibrium general form[J].Journal of Earth Sciences and Environment,2010,32(1):98-105.(in Chinese)
[14]雷远见,王水林.基于离散元的强度折减法分析岩质边坡稳定性[J].岩土力学,2006,27(10):1693-1698.LEI Yuan-jian,WANG Shui-lin.Stability analysis of jointed rock slope by strength reduction method based on UDEC[J].Rock and Soil Mechanics,2006,27(10):1693-1698.(in Chinese)
[15]吴琼.复杂节理岩体力学参数尺寸效应及工程应用研究[D].武汉:中国地质大学,2012.WU Qiong.The mechanical parameters of jointed rock mass:scale-effect research and its engineering application[D].Wuhan:China University of Geosciences,2012.(in Chinese)
[16]李海波,肖克强,刘亚群.地震首载作用下顺层岩质边坡安全系数分析[J].岩石力学与工程学报,2007,26(12):2385-2398.LI Hai-bo,XIAO Ke-qiang,LIU Ya-qun.Factor of safety analysis of bedding rock slope under seismic load[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(12):2385-2398.(in Chinese)
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