地震作用下挡土墙抗倾覆稳定安全系数研究
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摘要
基于拟动力法,考虑墙背面和填土面倾斜的工况,推导出挡土墙在地震作用下的抗倾覆稳定安全系数的计算表达式。数值算例结果表明,稳定安全系数随着填土内摩擦角、墙土外摩擦角和墙背面倾角的增大而增大,随地震放大系数、水平加速度影响系数和填土面倾角的增大而减小。其中,只有在地震作用较大时,放大系数的影响才逐渐显现,同时,摩擦角的影响却相对减弱;墙背面倾角和填土面倾角不同时,稳定系数随地震作用的变化趋势基本一致。通过对比2种计算方法的结果可知,拟动力法由于考虑了地震周期和地震波效应的影响,计算得到的稳定安全系数比拟静力法大。
Based on pseudo-dynamic method,a formula of stability safety factor of retaining wall against overturning under seismic action is derived,considering the inclination conditions of retaining wall back and backfill soil.Numerical results indicate that the stability safety factor increases with the increase of soil friction angle,wall friction angle and wall inclination angle;but it decreases with the increase of seismic amplification factor,horizontal seismic acceleration coefficient and backfill inclination angle.Thereinto,only under violent earthquake action,the seismic amplification effect can emerge gradually;at the same time,the influences of friction angles on the stability relatively weaken instead.The various trends of stability safety factors with seismic actions are in basic agreement under different wall inclination angles and backfill inclination angles.Comparing the calculating results by two methods,the overturning stability safety factor by pseudo-dynamic method considering the effects of earthquake period and seismic waves into account,is larger than that by pseudo-static method.
Based on pseudo-dynamic method,a formula of stability safety factor of retaining wall against overturning under seismic action is derived,considering the inclination conditions of retaining wall back and backfill soil.Numerical results indicate that the stability safety factor increases with the increase of soil friction angle,wall friction angle and wall inclination angle;but it decreases with the increase of seismic amplification factor,horizontal seismic acceleration coefficient and backfill inclination angle.Thereinto,only under violent earthquake action,the seismic amplification effect can emerge gradually;at the same time,the influences of friction angles on the stability relatively weaken instead.The various trends of stability safety factors with seismic actions are in basic agreement under different wall inclination angles and backfill inclination angles.Comparing the calculating results by two methods,the overturning stability safety factor by pseudo-dynamic method considering the effects of earthquake period and seismic waves into account,is larger than that by pseudo-static method.
引文
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[14]周小平,季璇,钱七虎.强地震荷载作用下临水挡土墙的拟动力法稳定性分析[J].岩石力学与工程学报,2012,31(10):2071–2081.(ZHOU Xiaoping,JI Xuan,QIAN Qihu.Stability analysis of waterfront retaining wall subjected to seismic loads using pseudo-dynamicmethod[J].Chinese Journal of Rock Mechanics and Engineering,2012,31(10):2 071–2 081.(in Chinese))
[15]BRAJA M D.Principles of soil dynamics[M].[S.l.]:PWS-KENTPublishing Company,1993:103–152.
[2]STEEDMAN R S,ZENG X.The influence of phase on the calculationof pseudo-static earth pressure on a retaining wall[J].Geotechnique,1990,40(1):103–112.
[3]ZENG X,STEEDMAN R S.On the behaviour of quay walls inearthquakes[J].Geotechnique,1993,43(3):417–431.
[4]CHOUDHURY D,NIMBALKAR S S.Pseudo-dynamic approach ofseismic active earth pressure behind retaining wall[J].Geotechnicaland Geological Engineering,2006,24(5):1 103–1 113.
[5]CHOUDHURY D,NIMBALKAR S.Seismic passive resistance bypseudo-dynamic method[J].Geotechnique,2005,55(9):699–702.
[6]CHOUDHURY D,NIMBALKAR S.Seismic rotational displacementof gravity walls by pseudo-dynamic method:passive case[J].SoilDynamics and Earthquake Engineering,2007,27(3):242–249.
[7]GHOSH P.Seismic active earth pressure behind a nonvertical retainingwall using pseudo-dynamic analysis[J].Canadian Geotechnical Journal,2008,45(1):117–123.
[8]KOLATHAYAR S,GHOSH P.Seismic active earth pressure on wallswith bilinear backface using pseudo-dynamic approach[J].Computersand Geotechnics,2009,36(7):1 229–1 236.
[9]王志凯,夏唐代,陈炜昀.刚性挡土墙地震主动土压力的拟动力学分析[J].浙江大学学报:工学版,2012,46(1):46–51.(WANGZhikai,XIA Tangdai,CHEN Weiyun.Pseudo-dynamic analysis forseismic active earth pressure behind rigid retaining wall[J].Journal ofZhejiang University:Engineering Science,2012,46(1):46–51.(inChinese))
[10]夏唐代,孔祥冰,王志凯,等.挡土墙后黏性土的地震主动土压力分析[J].岩石力学与工程学报,2012,31(增1):3 188–3 195.(XIATangdai,KONG Xiangbing,WANG Zhikai,et al.Analysis of seismicactive earth pressure of cohesive soil behind retaining wall[J].ChineseJournal of Rock Mechanics and Engineering,2012,31(Supp.1):3 188–3 195.(in Chinese))
[11]杨剑.挡土墙地震被动土压力的拟动力分析[J].防灾减灾工程学报,2012,32(3):365–371.(YANG Jian.Study on passive earthpressure of vertical retaining walls by pseudo-dynamic analysis[J].Journal of Disaster Prevention and Mitigation Engineering,2012,32(3):365–371.(in Chinese))
[12]马少俊,胡安峰,王奎华.地震作用下挡土墙的滑动稳定性分析[J].工程力学,2012,29(7):209–213.(MAShaojun,HUAnfeng,WANGKuihua.Stability against sliding analysis of a retaining wall underseismic loading condition[J].Engineering Mechanics,2012,29(7):209–213.(in Chinese))
[13]WANG K H,MA S J,WU W B.Pseudo-dynamic analysis of overturningstability of retaining wall[J].Journal of Central South University ofTechnology,2011,18(6):2 085–2 090.
[14]周小平,季璇,钱七虎.强地震荷载作用下临水挡土墙的拟动力法稳定性分析[J].岩石力学与工程学报,2012,31(10):2071–2081.(ZHOU Xiaoping,JI Xuan,QIAN Qihu.Stability analysis of waterfront retaining wall subjected to seismic loads using pseudo-dynamicmethod[J].Chinese Journal of Rock Mechanics and Engineering,2012,31(10):2 071–2 081.(in Chinese))
[15]BRAJA M D.Principles of soil dynamics[M].[S.l.]:PWS-KENTPublishing Company,1993:103–152.
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