用简化的水平条分法分析加筋土挡墙的稳定性
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摘要
针对筋材为可延展性材料的情况,采用简化水平条分法,推导出所需筋材拉力总和的计算公式和临界破坏角的方程式。计算公式考虑了水平和竖直地震力加速度系数、挡墙后填土的黏聚力和内摩擦角、地下水等因素,并且分析了这些因素对临界破裂角、所需筋材拉力总和或者所需筋材拉力总和系数的影响。结果表明,临界破裂角随着挡墙后填土黏聚力的增加或者内摩擦角的增大而增大,随着水平地震力加速度系数的增大而减小;竖向地震力加速度系数对临界破裂角和所需筋材拉力总和的影响与Ling&Leshchinsky的研究结果一致;所需筋材拉力总和系数随地下水位的升高或者孔隙水压力比的增大而增大,随内摩擦角的增大而减小。
Simplified horizontal slice method is adopted to deduce the formula for the required tensile force of reinforcement and the equation for the critical failure angle when the reinforcements are ductile materials.At the same time,the equations have also considered both horizontal and vertical seismic force,both cohesion and internal friction of fill for reinforced retaining wall,and groundwater et al.,and furthermore,the effect of these factors upon the critical failure angles,required tensile force of reinforcement and coefficients for required tensile force of reinforcement is also considered.It is found that the critical failure angle increases with the increase of cohesion or internal friction of fill for reinforced retaining wall and reduces with the increase of horizontal seismic force,the influence of vertical seismic force versus critical failure angle and required tensile force of reinforcement is agreement with the results of Ling & Leshchinsky,the coefficients for required tensile force of reinforcement increase with the increase of groundwater table or pore water pressure ratio and reduce with the increase of internal friction of fill for reinforced retaining wall.
Simplified horizontal slice method is adopted to deduce the formula for the required tensile force of reinforcement and the equation for the critical failure angle when the reinforcements are ductile materials.At the same time,the equations have also considered both horizontal and vertical seismic force,both cohesion and internal friction of fill for reinforced retaining wall,and groundwater et al.,and furthermore,the effect of these factors upon the critical failure angles,required tensile force of reinforcement and coefficients for required tensile force of reinforcement is also considered.It is found that the critical failure angle increases with the increase of cohesion or internal friction of fill for reinforced retaining wall and reduces with the increase of horizontal seismic force,the influence of vertical seismic force versus critical failure angle and required tensile force of reinforcement is agreement with the results of Ling & Leshchinsky,the coefficients for required tensile force of reinforcement increase with the increase of groundwater table or pore water pressure ratio and reduce with the increase of internal friction of fill for reinforced retaining wall.
引文
[1]NOURI A,FAKHER A,JONES C J F P.Evaluating the Effects ofthe Magnitude and Amplification of Pseudo-Static Acceleration onReinforced Soil Slopes and Walls Using the Limit EquilibriumHorizontal Slices Method[J].Geotextiles and Geomembranes,2008,26(3):263-278.
[2]LO S C R,XU D W.A Strain Based Design Method for the Col-lapse Limit State of Reinforced Soil Walls and Slopes[J].CanadianGeotechnical Journal,1992,29(8):832-842.
[3]SHAHGHOLI M,FAKHER A,JONES C J F P.Horizontal SliceMethod of Analysis[J].Geotechnique,2001,51(10):881-885.
[4]NOURI H,FAKHER A,JONES C J F P.Development of Horizon-tal Slice Method for Seismic Stability Analysis of Reinforced Slopesand Walls[J].Geotextiles and Geomembranes,2006,24(3):175-187.
[5]JIANG Jian-qing,YANG Guo-lin.A New Slice Method for Seis-mic Stability Analysis of Reinforced Retaining Walls[C]//SecondInternational Conference on Intelligent Computation Technologyand Automation,2009:164-167.
[6]蒋建清,杨果林.加筋土挡墙地震稳定性分析的水平条分方法[J].中国铁道科学,2009,30(1):36-40.
[7]NIMBALKAR S S,CHOUDHURY D,MANDAL J N.Seismic Sta-bility of Reinforced-Soil Wall by Pseudo-Dynamic Method[J].Geosynthetics International,2006,13(3):111-119.
[8]SHEKARIAN S,GHANBARI A,FARHADI A.New Seismic Pa-rameters in the Analysis of Retaining Walls with Reinforced Back-fill[J].Geotextiles and Geomembranes,2008,26(4):350-356.
[9]SHEKARIAN S,GHANBARI A.A Pseudo-Dynamic Method toAnalyze Retaining Wall with Reinforced and Unreinforced Backfill[J].Journal of Seismology and Earthquake Engineering,2008,10(1):41-47.
[10]AHMADABADI M,GHANBARI A.New Procedure for ActiveEarth Pressure Calculation in Retaining Walls With Reinforced Co-hesive-frictional Backfill[J].Geotextiles and Geomembranes,2009,27(6):456-463.
[11]MORGENSTERN N R,PRICE V E.The Analysis of the Stabilityof General Slip Surfaces[J].Geotechnique,1965,15(1):79-93.
[12]SEGRESTIN P.Design of Sloped Reinforced Fill Structure[C]//Proceedings of Conference on Retaining Structures,1992:574-584.
[13]EBELING R M,MORRISON JR E E.The Seismic Design of Wa-terfront Retaining Structures[R]//US Army Technical Report ITL-92-11.Washington,DC,1992.
[14]WESTERGAARD H M.Water Pressures on Dams during Earth-Quakes[J].Transactions,1933,98(2):418-433.
[15]LING H I,LESHCHINSKY D,PERRY E B.Seismic Design andPerformance of Geosynthetic-reinforced Soil Structures[J].Geotech-hnique,1997,47(5):933-952.
[16]LING H I,LESHCHINSKY D.Effects of Vertical Acceleration onSeismic Design of Geosynthetic-reinforced Soil Structures[J].Geo-technique,1998,48(3):343-373.
[2]LO S C R,XU D W.A Strain Based Design Method for the Col-lapse Limit State of Reinforced Soil Walls and Slopes[J].CanadianGeotechnical Journal,1992,29(8):832-842.
[3]SHAHGHOLI M,FAKHER A,JONES C J F P.Horizontal SliceMethod of Analysis[J].Geotechnique,2001,51(10):881-885.
[4]NOURI H,FAKHER A,JONES C J F P.Development of Horizon-tal Slice Method for Seismic Stability Analysis of Reinforced Slopesand Walls[J].Geotextiles and Geomembranes,2006,24(3):175-187.
[5]JIANG Jian-qing,YANG Guo-lin.A New Slice Method for Seis-mic Stability Analysis of Reinforced Retaining Walls[C]//SecondInternational Conference on Intelligent Computation Technologyand Automation,2009:164-167.
[6]蒋建清,杨果林.加筋土挡墙地震稳定性分析的水平条分方法[J].中国铁道科学,2009,30(1):36-40.
[7]NIMBALKAR S S,CHOUDHURY D,MANDAL J N.Seismic Sta-bility of Reinforced-Soil Wall by Pseudo-Dynamic Method[J].Geosynthetics International,2006,13(3):111-119.
[8]SHEKARIAN S,GHANBARI A,FARHADI A.New Seismic Pa-rameters in the Analysis of Retaining Walls with Reinforced Back-fill[J].Geotextiles and Geomembranes,2008,26(4):350-356.
[9]SHEKARIAN S,GHANBARI A.A Pseudo-Dynamic Method toAnalyze Retaining Wall with Reinforced and Unreinforced Backfill[J].Journal of Seismology and Earthquake Engineering,2008,10(1):41-47.
[10]AHMADABADI M,GHANBARI A.New Procedure for ActiveEarth Pressure Calculation in Retaining Walls With Reinforced Co-hesive-frictional Backfill[J].Geotextiles and Geomembranes,2009,27(6):456-463.
[11]MORGENSTERN N R,PRICE V E.The Analysis of the Stabilityof General Slip Surfaces[J].Geotechnique,1965,15(1):79-93.
[12]SEGRESTIN P.Design of Sloped Reinforced Fill Structure[C]//Proceedings of Conference on Retaining Structures,1992:574-584.
[13]EBELING R M,MORRISON JR E E.The Seismic Design of Wa-terfront Retaining Structures[R]//US Army Technical Report ITL-92-11.Washington,DC,1992.
[14]WESTERGAARD H M.Water Pressures on Dams during Earth-Quakes[J].Transactions,1933,98(2):418-433.
[15]LING H I,LESHCHINSKY D,PERRY E B.Seismic Design andPerformance of Geosynthetic-reinforced Soil Structures[J].Geotech-hnique,1997,47(5):933-952.
[16]LING H I,LESHCHINSKY D.Effects of Vertical Acceleration onSeismic Design of Geosynthetic-reinforced Soil Structures[J].Geo-technique,1998,48(3):343-373.
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