锚固岩石边坡地震稳定性拟动力分析
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摘要
地震易发地区的锚固岩石边坡,需要研究其地震稳定性。对于锚固典型岩石边坡,在考虑水平与竖向地震力、张裂缝积水深度、坡顶超载、锚索倾角、锚索位置、锚索拉力及静水与动水压力等的条件下,运用拟静力和拟动力方法分别推导了不同工况条件下其抗滑和抗倾覆地震安全系数。分析表明,竖向向上地震力有利于锚固岩石边坡的抗滑稳定,而竖向下的地震力有利于锚固岩石边坡的抗倾覆稳定;在相同工况条件下,当岩体放大系数等于1.0时,拟动力与拟静力方法所得锚固岩石边坡地震安全系数相差无几,但是,当岩体放大系数逐渐增大时,拟动力方法所得地震安全系数越来越明显地小于拟静力方法所得地震安全系数。因此,在抗震设计当中适当的考虑岩体放大系数,将会有利于锚固岩石边坡的安全设计。
In seismic prone areas,it is necessary to study seismic stability of anchored rock slope.For anchored typical rock slope,the seismic safety factor of anchored rock slope against sliding and overturning failures is deduced by pseudo-static method and pseudo-dynamic method,respectively,in the different working conditions,considering both horizontal and vertical seismic forces,depth of water in tension crack,surcharge,dip angle of rock bolt,rock bolt position,tension force of rock bolt,and both hydrostatic and hydrodynamic pressures.The conclusions can be drawn that the upward vertical seismic force is conducive to the stability of anchored rock slope against sliding failure;but the downward vertical seismic force is conducive to the stability of anchored rock slope against overturning failure;in the same working conditions,the pseudo-dynamic and pseudo-static safety factors are all the same as the amplification factor is equal to 1.0;but the pseudo-dynamic safety factor is more and more obvious less than the pseudo-static safety factor as the amplification factor gradually increases.In seismic design,it will be beneficial to the safety design of anchored rock slope by appropriately considering the amplification factor.
In seismic prone areas,it is necessary to study seismic stability of anchored rock slope.For anchored typical rock slope,the seismic safety factor of anchored rock slope against sliding and overturning failures is deduced by pseudo-static method and pseudo-dynamic method,respectively,in the different working conditions,considering both horizontal and vertical seismic forces,depth of water in tension crack,surcharge,dip angle of rock bolt,rock bolt position,tension force of rock bolt,and both hydrostatic and hydrodynamic pressures.The conclusions can be drawn that the upward vertical seismic force is conducive to the stability of anchored rock slope against sliding failure;but the downward vertical seismic force is conducive to the stability of anchored rock slope against overturning failure;in the same working conditions,the pseudo-dynamic and pseudo-static safety factors are all the same as the amplification factor is equal to 1.0;but the pseudo-dynamic safety factor is more and more obvious less than the pseudo-static safety factor as the amplification factor gradually increases.In seismic design,it will be beneficial to the safety design of anchored rock slope by appropriately considering the amplification factor.
引文
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[16]阮晓波,於汝良,孙树林.基于拟动力方法的地震条件下挡土墙主动土压力研究[J].公路交通科技,2012,29(8):25-30.RUAN Xiao-bo,YU Ru-liang,SUN Shu-lin.Analysis of seismic active earth pressure on retaining wall based on pseudo-dynamic method[J].Journal of Highway and Transportation Research and Development,2012,29(8):25-30.
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[19]BOORE D M,JOYNER W B.Site amplifications for generic rock sites[J].Bulletin of the Seismological Society of America,1997,87(2):327-341.
[2]蔡美峰,何满潮,刘东燕.岩石力学与工程[M].北京:科学出版社,2002.
[3]刘才华.岩质顺层边坡水力特性及双场耦合研究[D].武汉:中国科学院武汉岩土力学研究所,2006.
[4]刘玉梅,杨振凯.饱水岩体边坡抗滑稳定系数计算[J].岩土力学,2003,24(Supp):329-331.LIU Yu-mei,YANG Zhen-kai.Calculation of anti-sliding stability coefficient of saturated rock slopes[J].Rock and Soil Mechanics,2003,24(Supp.):329-331.
[5]舒继森,王兴中,周毅勇.岩石边坡中滑动面水压分布假设的改进[J].中国矿业大学学报,2004,33(5):509512.SHU Ji-sen,WANG Xing-zhong,ZHOU Yi-yong.Improving on assumption for water pressure distributing on failure surface in rock slope[J].Journal of China University of Mining&Technology,2004,33(5):509512.
[6]许光祥.饱水岩石边坡倾覆稳定系数计算[J].岩土工程学报,1999,21(2):227-229.XU Guang-xiang.Calculation of stability factor against overturning for saturated rock slope[J].Chinese Journal of Geotechnical Engineering,1999,21(2):227-229.
[7]张永兴,宋西成,王桂林.极端冰雪条件下岩石边坡倾覆稳定性分析[J].岩石力学与工程学报,2010,29(6):1164-1171.ZHANG Yong-xing,SONG Xi-cheng,WANG Gui-lin.Overturning stability analysis of rock slope under extreme snow disasters conditions[J].Chinese Journal of Rock Mechanics and Engineering,2010,29(6):1164
[8]张发明,刘汉龙,赵维炳.预应力锚索加固岩质边坡的设计实例[J].岩土力学,2000,21(2):177-179.ZHANG Fa-ming,LIU Han-long,ZHAO Wei-bing.Design practice of reinforcing rock slope with prestressed cables[J].Rock and Soil Mechanics,2000,21(2):177179.
[9]张发明,刘宁,赵维炳,等.岩质边坡预应力锚索加固的优化设计方法[J].岩土力学,2002,23(2):187-190.ZHANG Fa-ming,LIU Ning,ZHAO Wei-bing,et al.Optimizing design method of prestressed cables in reinforcing rock slope[J].Rock and Soil Mechanics,2002,23(2):187-190.
[10]罗强,李亮,赵炼恒.水力和超载条件下锚固岩石边坡动态稳定性拟静力分析[J].岩土力学,2010,31(11):3585-3593.LUO Qiang,LI Liang,ZHAO Lian-heng.Quasi-static analysis of seismic stability of anchored rock slope under surcharge and water pressure conditions[J].Rock and Soil Mechanics,2010,31(11):3585-3593.
[11]林永亮,张孟喜,李新星.复杂条件下多向锚固岩石边坡稳定性拟静力分析[J].煤炭学报,2011,36(Supp.2):254-258.LIN Yong-liang,ZHANG Meng-xi,LI Xin-xing.Quasi-static analysis of multi-directional anchored rock slope under complex conditions[J].Journal of China Coal Society,2011,36(Supp.2):254-258.
[12]STEEDMAN R S,ZENG X.The influence of phase on the calculated of pseudo-static earth pressure on a retaining wall[J].Geotechnique,1990,40(1):103-112.
[13]CHOUDHURY D,NIMBALKAR S.Seismic passive resistance by pseudo-dynamic method[J].Geotechnique,2005,55(9):699-702.
[14]CHOUDHURY D,NIMBALKAR S.Seismic rotational displacement of gravity walls by pseudo-dynamic method:Passive case[J].Soil Dynamics and Earthquake Engineering,2007,27(3):242-249.
[15]NIMBALKAR S,CHOUDHURY D.Sliding stability and seismic design of retaining wall by pseudo-dynamic method for passive case[J].Soil Dynamics and Earthquake Engineering,2007,27(6):497-505.
[16]阮晓波,於汝良,孙树林.基于拟动力方法的地震条件下挡土墙主动土压力研究[J].公路交通科技,2012,29(8):25-30.RUAN Xiao-bo,YU Ru-liang,SUN Shu-lin.Analysis of seismic active earth pressure on retaining wall based on pseudo-dynamic method[J].Journal of Highway and Transportation Research and Development,2012,29(8):25-30.
[17]DAS B M,RAMANA G V.Principles of soil dynamics(Second Edition)[M].Stamford:Cengage Learning,2011.
[18]WESTERGAARD H M.Water pressures on dams during earthquakes[J].Transactions of the American Society of Civil Engineers,1933,98(3):418-433.
[19]BOORE D M,JOYNER W B.Site amplifications for generic rock sites[J].Bulletin of the Seismological Society of America,1997,87(2):327-341.
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